Difference between revisions of "751.50 Standard Detailing Notes"

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{|style="padding: 0.3em; margin-left:10px; border:2px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="300px" align="right"
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|-
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|align="center"| '''Copying Detailing Notes from EPG to MicroStation Drawings'''
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|-
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|'''<font color="purple">[MS Cell]</font color="purple">''' in the standard detailing notes indicates those notes are available in MicroStation note cells because of the drawing associated with the note.
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|-
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|Please refer to  [[media:751.50 Copying Detailing Notes May 2014.docx|Copying Detailing Notes from EPG to MicroStation Drawings]] for additional information.
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|}
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'''Underlined Portions of Notes:'''  Underlined portions of standard detailing notes that are not applicable may be omitted.
 +
 +
 
== A. General Notes ==
 
== A. General Notes ==
  
 +
=== A1. Design Specifications, Loadings & Unit Stresses and Standard Plans===
 +
 +
'''The format for these notes as they would appear on the plans is as follows with the indention shown being optional. For notes applicable to MSE walls see [[#J. MSE Wall Notes (Notes for Bridge Standard Drawings)|J. MSE Wall Notes]].'''
 +
 +
:'''General Notes:'''
  
=== A1. Design Specifications, Loadings & Unit Stresses ===
+
::'''  Design Specifications:'''
 +
:::A1.1
  
'''Omit parts not applicable; Omit parts underlined when not applicable.'''
+
::'''Design Loading:'''
 +
:::A1.2
  
'''(A1.1) Use the following note on LRFD plans.'''
+
::''' Design Unit Stresses:'''
 +
::: A1.3
  
'''GENERAL NOTES:'''
+
::'''Standard Plans: '''
:'''Design Specifications:'''
+
:::A1.4
::2007 - AASHTO LRFD 4th Edition and 2008 Interims
 
:::Load and Resistance Factor Design
 
::<u>2002 - AASHTO 17th Edition</u> (<u>Seismic</u> <u>Seismic Details</u>)
 
:::<u>Load Factor Design</u>
 
::Seismic Design Category = <u>&nbsp;&nbsp;</u>
 
::Seismic Peak Horizontal Ground Acceleration = <u>&nbsp;&nbsp;</u>
 
  
'''Use the following note on plans when repairing concrete deck.'''
 
  
'''Bridge deck rating (3 to 9) is from the bridge inspection report.'''
+
'''(A1.1) Design Specifications: '''
::Bridge Deck Rating = <u>&nbsp;&nbsp;</u>
+
 
:'''Design Loading:'''
+
'''Use for all LRFD standard culverts and standard culverts-bridge designs in which the design and/or details are completely covered by the Missouri Standard Plans for Highway Construction and/or EPG 751.8 in accordance with the following design specifications. '''
::<u>HL-93</u> (LRFD Superstructure, <u>LRFD</u> <u>LFD</u> Substructure)
+
:::2010 AASHTO LRFD Bridge Design Specifications and 2010 Interim Revisions
::<u>35#/Sq. Ft.</u> <u>No</u> Future Wearing Surface
+
<div id="Use for all LRFD bridge final designs initiated"></div>
 +
'''Use for all LRFD bridge final designs initiated on or after June 1, 2020.'''
 +
 
 +
:::2020 AASHTO LRFD Bridge Design Specifications (9th Ed.) 
 +
:::<u>2011 AASHTO Guide Specifications for LRFD Seismic Bridge Design (2nd Ed.) and 2014 Interim Revisions</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Design Category = _ </u> 
 +
:::<u>Design earthquake response spectral acceleration coefficient at 1.0 second period, S<sub>D1</sub> = _ </u>
 +
:::<u>Acceleration Coefficient (effective peak ground acceleration coefficient), A<sub>s</sub> = _ </u>
 +
:::<u>2002 AASHTO LFD (17th Ed.) Standard Specifications</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Performance Category = _</u>
 +
:::<u>Acceleration Coefficient = _ </u> 
 +
:::<u>Bridge Deck Rating = _(1)</u>
 +
 
 +
'''Use for all LRFD bridge final designs initiated before June 1, 2020.'''
 +
 
 +
:::2017 AASHTO LRFD Bridge Design Specifications (8th Ed.)
 +
:::<u>2011 AASHTO Guide Specifications for LRFD Seismic Bridge Design (2nd Ed.) and 2014 Interim Revisions</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Design Category = _ </u> 
 +
:::<u>Design earthquake response spectral acceleration coefficient at 1.0 second period, S<sub>D1</sub> = _ </u>
 +
:::<u>Acceleration Coefficient (effective peak ground acceleration coefficient), A<sub>s</sub> = _ </u>  
 +
:::<u>2002 AASHTO LFD (17th Ed.) Standard Specifications</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Performance Category = _</u>
 +
:::<u>Acceleration Coefficient = _ </u>
 +
:::<u>Bridge Deck Rating = _(1)</u>
 +
 
 +
'''Use for all LFD bridge final designs.'''
 +
:::2002 AASHTO LFD (17th Ed.) Standard Specifications
 +
:::<u>2002 AASHTO LFD (17th Ed.) Standard Specifications</u> (<u>Seismic</u> <u>Seismic Details</u>)
 +
:::<u>Seismic Performance Category = _</u>
 +
:::<u>Acceleration Coefficient = _ </u>
 +
:::<u>Bridge Deck Rating = _(1)</u>
 +
 
 +
(1) Use when repairing concrete deck. The rating (3 to 9) is from the bridge inspection report.
 +
<div id="(A1.2) Design Loading:"></div>
 +
 
 +
 
 +
'''(A1.2) Design Loading:'''
 +
 
 +
'''Use for all LRFD bridge and culvert final designs.'''
 +
::Vehicular = HL-93 <u>minus lane load</u> (1)
 +
:: <u>No</u> <u>Future Wearing Surface</u> <u>= 35 lb/sf</u>
 
::<u>Defense Transporter Erector Loading</u>
 
::<u>Defense Transporter Erector Loading</u>
::Earth 120 #/Cu. Ft., Equivalent Fluid Pressure <u>45#/Cu. Ft. [[#A1-notes|(1)]] </u>
+
::Earth = 120 lb/cf
 +
::Equivalent Fluid Pressure = <u>(2)</u>
 
::<u>Ø = &nbsp;</u>
 
::<u>Ø = &nbsp;</u>
 
::{|cellpading="0"
 
::{|cellpading="0"
|valign="top"|Superstructure:||Simply-supported, non-composite for dead load.<br/>Continuous composite for live load. [[#A1-notes|(2)]]
+
|valign="top"|(3)||valign="top"|Superstructure:||<u>Simply-Supported</u>, Non-Composite for dead load.<br/><u>Continuous</u> Composite for live load.
 
|}
 
|}
  
  
'''Use the following note on LFD plans after July 2003 Letting.'''
+
'''Use for all LFD bridge final designs.'''
 
+
::<u>HS20-44</u> <u>HS20 Modified</u> <u>(4)</u> <u>(5)</u>  
'''GENERAL NOTES:'''
+
::<u>35 lb/sf</u> <u>No</u> Future Wearing Surface
:'''Design Specifications:'''
+
::<u>Military 24,000 lb Tandem Axle</u> <u>(5)</u>  
::2002 - AASHTO 17th Edition
+
::<u>Defense Transporter Erector Loading</u> <u>(5)</u>  
::Load Factor Design
+
::Earth 120 lb/cf, Equivalent Fluid Pressure <u>(2)</u>  
::Seismic Performance Category
 
::Acceleration Coefficient = <u>&nbsp;&nbsp;</u>
 
 
 
'''Use the following note on plans when repairing concrete deck.'''
 
 
 
'''Bridge deck rating (3 to 9) is from the bridge inspection report.'''
 
::Bridge Deck Rating = <u>&nbsp;&nbsp;</u>  
 
:'''Design Loading:'''
 
::<u>HS20-44</u>
 
::<u>HS20 Modified</u>
 
::<u>35#/Sq. Ft.</u> <u>No</u> Future Wearing Surface
 
::<u>Military 24,000# Tandem Axle</u>
 
::<u>Defense Transporter Erector Loading</u>
 
::Earth 120 #/Cu. Ft., Equivalent Fluid Pressure <u>45#/Cu. Ft. [[#A1-notes|(1)]] </u>
 
 
::<u>Ø =  &nbsp;</u>
 
::<u>Ø =  &nbsp;</u>
 
::Fatigue Stress - <u>Case I</u>  <u>Case II</u>  <u>Case III</u>
 
::Fatigue Stress - <u>Case I</u>  <u>Case II</u>  <u>Case III</u>
 
::{|cellpading="0"
 
::{|cellpading="0"
|valign="top"|Superstructure:||Simply-supported, non-composite for dead load. <br/>Continuous composite for live load. [[#A1-notes|(2)]]
+
|valign="top"|(3)||valign="top"|Superstructure:||<u>Simply-Supported</u>, Non-Composite for dead load.<br/><u>Continuous</u> Composite for live load.
 
|}
 
|}
  
 +
For rehabilitation of decks originally designed using above loads, specify using current wording when the original wording varies from that now used (“Military” used to be specified as “Modified”).
 +
 +
(1) Include for all culverts and culverts-bridges unless lane load is used.
 +
 +
(2) For bridges and retaining walls use "45 lb/cf (Min.)" unless the Ø angle requires using a larger value. For box culverts use "30 lb/cf (Min.), 60 lb/cf (Max.)".
 +
 +
(3) Use with all prestressed concrete structures. Omit underline portions for single spans.
 +
 +
(4) For rehabilitation of decks originally designed using loads other than those shown, specify loading as shown on original plans.
 +
 +
(5) For rehabilitation of decks specify the original design year in parentheses, e.g. (1965).
  
  
  
'''(A1.2) Omit parts not applicable; Omit parts underlined when not applicable.'''
+
'''(A1.3) Use for LRFD. (For ASD, LFD, and allowable stresses, see Development Section.)'''
  
:'''Design Unit Stresses:'''
+
::'''Design Unit Stresses:'''
 
::{|
 
::{|
|Class B Concrete (Substructure)||<u>fc = 1,200</u>||<u>f'c = 3,000</u>||psi
+
|Class B Concrete (Substructure)|| ||f'c = 3,000 psi
 +
|-
 +
|Class B Concrete (Retaining Wall)|| ||f'c = 3,000 psi
 +
|-
 +
|Class B-2 Concrete (Drilled Shafts & Rock Sockets)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-2 Concrete (Drilled Shafts & Rock Sockets)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B-1 Concrete (Superstructure)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-1 Concrete (Superstructure)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B-2 Concrete (Superstructure, except<br/> &nbsp; Prestressed <u>Girders</u> <u>Beams</u> and Barrier) || ||valign="bottom"| f'c = 4,000 psi
 
|-
 
|-
|Class B-2 Concrete (Superstructure, except<br/> &nbsp; Prestressed Girders and <u>Safety Barrier</u> <u>and</u><br/> &nbsp; <u>Median Barrier</u> Curb)||valign="bottom"| <u>fc = 1,600</u>||valign="bottom"| <u>f'c = 4,000</u>||valign="bottom"| psi
+
|Class B-1 Concrete (Substructure)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-1 Concrete (Substructure)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B-1 Concrete (Box Culvert)|| ||f'c = 4,000 psi
 
|-
 
|-
|Class B-1 Concrete (Box Culvert)||<u>fc = 1,600</u>||<u>f'c = 4,000</u>||psi
+
|Class B-1 Concrete (Barrier)|| ||valign="bottom"| f'c = 4,000 psi
 
|-
 
|-
|Class B-1 Concrete <u>Safety Barrier</u> <u>and</u><br/> &nbsp; <u>Median Barrier</u> Curb)||valign="bottom"| <u>fc = 1,600</u>||valign="bottom"| <u>f'c = 4,000</u>||valign="bottom"| psi
+
|Class B-2 Concrete (Superstructure, except Barrier)|| ||valign="bottom"| f'c = 4,000 psi (1)
 
|-
 
|-
|Class B-2 Concrete (Superstructure, except<br/> &nbsp; <u>Safety Barrier</u> <u>and</u> <u>Median Barrier</u> Curb)||valign="bottom"| <u>fc = 1,600</u>||valign="bottom"| <u>f'c = 4,000</u>||valign="bottom"| psi||valign="bottom"|[[#A1-notes|(3)]]
+
|Reinforcing Steel (Grade 40)|| ||f<sub>y</sub> = 40,000 psi
 
|-
 
|-
|Reinforcing Steel (Grade 40)||<u>fs = 20,000</u>||<u>fy = 40,000</u>||psi
+
|Reinforcing Steel (Grade 60)|| ||f<sub>y</sub> = 60,000 psi
 
|-
 
|-
|Reinforcing Steel (Grade 60)||<u>fs = 24,000</u>||<u>fy = 60,000</u>||psi
+
|Structural Carbon Steel(ASTM A709 Grade 36)|| ||f<sub>y</sub> = 36,000 psi
 
|-
 
|-
|Structural Carbon Steel(ASTM A709 Grade 36)||<u>fs = 20,000</u>||<u>fy = 36,000</u>||psi
+
|Structural Steel (ASTM A709 Grade 50)|| ||f<sub>y</sub> = 50,000 psi
 
|-
 
|-
|Structural Steel (ASTM  A709  Grade 50)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Steel (ASTM  A709  Grade 50W)|| ||f<sub>y</sub> = 50,000 psi
 
|-
 
|-
|Structural Steel (ASTM A709 Grade 50W)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Steel (ASTM A709 Grade HPS50W)|| ||f<sub>y</sub> = 50,000 psi
 
|-
 
|-
|Structural Steel (ASTM A709 Grade HPS50W)||<u>fs = 27,000</u>||<u>fy = 50,000</u>||psi
+
|Structural Steel (ASTM A709 Grade HPS70W)|| ||f<sub>y</sub> = 70,000 psi
 
|-
 
|-
|Structural Steel (ASTM A709 Grade HPS70W)||<u>fs = 38,000</u>||<u>fy = 70,000</u>||psi
+
|Structural Steel HP Pile (ASTM A709 Grade 50S)|| ||f<sub>y</sub> = 50,000 psi  
 
|-
 
|-
|Steel Pile (ASTM A709  Grade 36)||<u>fb =  [[#A1-notes|(**)]] </u>||fy = 36,000||psi
+
|Welded or Seamless steel shell (pipe) for CIP pile (ASTM A252 Grade 3)||width="20"| ||  f<sub>y</sub> = 45,000 psi
 
|-
 
|-
|Steel Pile (ASTM A709  Grade 50)||<u>fb = [[#A1-notes|(**)]] </u>||fy = 50,000||psi
+
|colspan="3"|For precast prestressed panel stresses, see Sheet No. _.
 
|-
 
|-
|colspan="4"|For precast prestressed panel stresses, see Sheet No. _.
+
|colspan="3"|For prestressed girder stresses, see Sheet<u>s</u> No. _ <u>&</u> _ .
 
|-
 
|-
|colspan="4"|For prestressed girder stresses, see Sheet No's. _ <u>&</u> _ .
+
|colspan="3"|For prestressed <u>solid slab</u> <u>voided slab</u> <u>box</u> beam stresses, see Sheet<u>s</u> No. _ <u>&</u> _ .
 
|}
 
|}
  
  
 
<div id="A1-notes"></div>
 
<div id="A1-notes"></div>
(**) <u>6,000</u>  <u>9,000</u>  <u>12,000</u> Design bearing for point bearing piles which are to be driven to rock or other point bearing material shall be designed 9,000 psi, unless the Design Layout specifies otherwise.
+
(1) Slabs, diaphragms or beams poured integrally with the slab.
  
(1) Use 45 #/cu. ft. (min.) for bridges and retaining walls, and 30 #/cu. ft.(min.), 60 #/cu. ft. (max.) for box culverts.  (Modify if Ø angle dictates.)
+
Note: Any new construction using structural steels A514 or A517 requires permission of the State Bridge Engineer. Any construction involving these structural steels requires notification to the State Bridge Engineer.
  
(2) All Prestressed Concrete Girder Structures.
+
<div id="(A1.4) Standard Plans:"></div>
 +
'''(A1.4) Use for structural design information only.'''
 +
:::'''Standard Plans:'''
 +
::::703.37, 703.85, 703.86, and 703.87
  
(3) Slabs, diaphragms or beams poured integrally with the slab.
+
<center>
 
+
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="950px" align="center"
Note to Detailer: Use f'c and fy for Load Factor Design.
+
|-
 
+
|Guidance: <br/>
=== A2. Box Culverts and Other Type Structures ===
+
- List in order the Missouri Standard Plans applicable to the structure (omit if there are no applicable standard plans).<br/>
 +
- Above is an example for a right advanced triple box culvert with a flared inlet. Actual standards specified shall be those required for structure type and features.<br/>
 +
<center>
 +
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
! style="background:#BEBEBE"| Standard Plan!! style="background:#BEBEBE"|When Applicable
 +
|-
 +
|703.10 thru 703.87 ||width="300"|Culvert Standards in Accordance with [[750.7 Non-Hydraulic Considerations#750.7.4.1 Standard Plans|EPG 750.7.4.1 Standard Plans ]]
 +
</center>
 +
|}
 +
</center><br/>
 +
- Examples for exclusion (no need to include):<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 606.60: guardrail transition – roadway item<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plans 606.00 and 617.10: delineators for railings and barriers – referenced in standard notes.<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 609.00: Type A curb for approach slabs– referenced in standard note K1.16<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 706.35 Bar Supports for Concrete Reinforcement<br/>
 +
&nbsp;&nbsp;&nbsp;o Std. Plan 712.40 Steel Dams at Expansion Devices – supplementary details for construction<br/>
 +
|}
 +
</center>
 +
=== A2. Concrete Box Culverts and Other Type Structures ===
  
 
'''All Boxes'''
 
'''All Boxes'''
  
'''(A2.0)'''
+
'''(A2.0) <font color="purple">[MS Cell]</font color="purple">'''
:The box shown below indicating whether a precast or cip box was used should be checked by MoDOT Construction personnel:<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Precast Box used<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Cast-in-Place Box used
+
:MoDOT Construction personnel will indicate the type of box culvert constructed:<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Precast Concrete Box used<br/> &nbsp; &nbsp; <math>\Box</math> &nbsp; Cast-in-Place Concrete Box used
  
  
 
'''All Boxes on Rock'''
 
'''All Boxes on Rock'''
  
'''(A2.1)'''
+
'''(A2.1) Designer shall check with Structural Project Manager if the 6” dimension should be increased for soft rock and shale. '''
:Anchor full length of walls by excavating 6" into and casting concrete against vertical faces of hard, solid, undisturbed rock.
+
 
 +
:Anchor full length of walls by excavating 6 inches into and casting concrete against vertical faces of hard, solid, undisturbed rock.
  
 
'''(A2.1.1)'''
 
'''(A2.1.1)'''
:Holes shall be drilled 12" into solid rock with E1 and E2 bars grouted in.
+
:Holes shall be drilled 12 inches into solid rock with E1 and E2 bars grouted in.
  
  
Line 136: Line 213:
  
 
'''(A2.2)'''
 
'''(A2.2)'''
:When alternate precast box sections are used, the minimum barrel length measured along the shortest wall from the first joint to the outside of the headwall, shall be 3'-2". Reinforcement and dimensions for the wings and headwalls shall be in accordance with Missouri Standard Plans drawing.
+
:When alternate precast concrete box culvert sections are used, the minimum distance from inside face of headwalls to precast sections measured along the shortest wall shall be 3 feet. Reinforcement and dimensions for wings and headwalls shall be in accordance with Missouri Standard Plans.
  
  
Line 143: Line 220:
  
 
'''(A2.3) (The designer should check with Structural Project Manager before placing this note on the plans.)'''
 
'''(A2.3) (The designer should check with Structural Project Manager before placing this note on the plans.)'''
:Where, under short lengths of walls, top of rock is below elevations given for bottom of walls, plain concrete footings 3'-0" in width shall be poured up from rock to bottom of walls.  If top of rock is more than 3'-0" below bottom of short wall sections, the walls between points of support on rock, shall be designed and reinforced as beams and spaces below walls filled as directed by the engineer.  Payment for plain concrete footings and concrete reinforced as wall beams will be considered completely covered by the contract unit price for Class B-1 Concrete.
+
:Where, under short lengths of walls, top of rock is below elevations given for bottom of walls, plain concrete footings 3 feet in width shall be poured up from rock to bottom of walls.  If top of rock is more than 3 feet below bottom of short wall sections, the walls between points of support on rock, shall be designed and reinforced as beams and spaces below walls filled as directed by the engineer.  Payment for plain concrete footings and concrete reinforced as wall beams will be considered completely covered by the contract unit price for Class B-1 Concrete.
  
  
'''Box Type Structures on Rock or Shale Widened or Extended with Floor (Example)'''
+
'''Box Type Structures on Rock or Shale Widened or Extended with Floor '''
  
 
'''(A2.4)'''
 
'''(A2.4)'''
:Fill material under the 5" slab shall be firmly tamped before the slab is poured.
+
:Fill material under the slab shall be firmly tamped before the slab is poured.
  
  
Line 155: Line 232:
  
 
'''(A2.5) (Use when specified on the Design Layout.)'''
 
'''(A2.5) (Use when specified on the Design Layout.)'''
:Excavate rock 6" below bottom slab and backfill with suitable material for culverts on rock in accordance with Sec 206.
+
:Excavate rock 6 inches below bottom slab and backfill with suitable material for culverts on rock in accordance with Sec 206.
  
  
Line 161: Line 238:
  
 
'''(A2.6)'''
 
'''(A2.6)'''
:The contractor will have the option to build the curved portion of the structure on chords (maximum of 16'-0").
+
:The contractor will have the option to build the curved portion of the structure on chords (maximum of 16 feet).
  
  
 
'''(A2.7) (Use when special backfill is specified on the Design Layout.)'''
 
'''(A2.7) (Use when special backfill is specified on the Design Layout.)'''
:Excavate 3'-0" below the box and fill with suitable backfill material.
+
:Excavate 3 feet below the box and fill with suitable backfill material.
  
  
Line 171: Line 248:
  
 
'''(A2.8)'''
 
'''(A2.8)'''
:If precast option is used, collars shall be provided between all precast pieces.
+
:If precast option is used, precast box culvert ties in accordance with Sec 733 and Standard Plan 733 shall be provided between all precast sections.  
  
  
'''For Box Culverts with transverse joint(s), place notes A2.9 and A2.10 on the plan sheet. These notes are not needed if an appropriate standard plan is referenced.'''
+
'''For Box Culverts with transverse joint(s), place notes A2.9 and A2.10 under the Transverse Joint Detail. <font color="purple">[MS Cell]</font color="purple"> The detail and these notes are not needed if an appropriate standard plan is referenced.'''
 
+
<div id="(A2.9)"></div>
 
'''(A2.9)'''
 
'''(A2.9)'''
:A filter cloth 3 feet in width and double thickness shall be applied to all transverse joints in the top slab and sidewalls.  The material shall be centered on the joint and the edges sealed with a mastic or with two sided tape.  The filter cloth shall be a geotextile meeting the approval of the engineer and having a grab tensile strength of 180 pounds (ASTM D-4632) and an apparent opening size of 50 to 100 (ASTM D-4751). Cost of furnishing and installing the filter cloth will be considered completely covered by the ontract unit price for other items.
+
:Filter cloth 3 feet in width and double thickness shall be centered on transverse joints in top slab and sidewalls with edges sealed with mastic or two sided tape.  Filter cloth shall be a separation geotextile in accordance with Sec 1011. Cost of furnishing and installing filter cloth will be considered completely covered by the contract unit price for other items.
 +
<div id="(A2.10)"></div>
  
 
'''(A2.10)'''
 
'''(A2.10)'''
:Preformed fiber expansion joint material shall be securely stitched to one face of the concrete with no. 10 gage copper wire or no. 12 gage soft drawn galvanized steel wire.
+
:Preformed fiber expansion joint material in accordance with Sec 1057 shall be securely stitched to one face of the concrete with 10 Gage copper wire or 12 Gage soft drawn galvanized steel wire.
  
  
Line 186: Line 264:
 
:If unsuitable material is encountered, excavation of unsuitable material and furnishing and placing of granular backfill shall be in accordance with Sec 206.
 
:If unsuitable material is encountered, excavation of unsuitable material and furnishing and placing of granular backfill shall be in accordance with Sec 206.
  
'''(A2.12)'''
 
:Note: Slope of bottom slab shall be placed at natural stream gradient.
 
  
'''(A2.13)'''
+
'''(A2.14) For Box Culverts where the top slab is used as the riding surface, place the following note on plan sheet.'''
:Holes for anchor bolts shall be set with suitable templates in exact position and securely fixed to prevent displacement, or at the contractors option the holes may be drilled.
+
 
 +
:Culvert top slab surface may be finished with a vibratory screed.
 +
 
 +
<div id="Use notes A2.15 and A2.16"></div>
 +
 
 +
'''Use notes A2.15 and A2.16 for all box culverts.'''
 +
 
 +
'''(A2.15) '''
 +
 
 +
:Channel bottom shall be graded within the right of way for transition of channel bed to culvert openings. Channel banks shall be tapered to match culvert openings. (Roadway Item)
 +
 
 +
'''(A2.16) '''
 +
 
 +
:If any part of the barrel is exposed, the roadway fill shall be warped to provide 12 inches minimum cover. (Roadway Item)
  
 
=== A3. All Structures ===
 
=== A3. All Structures ===
Line 196: Line 285:
 
'''Neoprene Pads:'''
 
'''Neoprene Pads:'''
  
'''(A3.2) Does not apply to Type "N" PTFE Bearings & Laminated Neoprene Bearing Pad Assembly.'''
+
'''(A3.2) Does not apply to Type N PTFE Bearings & Laminated Neoprene Bearing Pad Assembly.'''
:Bearings shall be <u>50</u> <u>60</u> <u>70</u> durometer neoprene pads.
+
:Neoprene bearing pads shall be <u>50</u> <u>60</u> <u>70</u> durometer and shall be in accordance with Sec 716.
  
  
 
'''Fabricated Steel Connections:'''
 
'''Fabricated Steel Connections:'''
  
'''(A3.3)  Use on all steel structures.'''
+
'''(A3.3)  Use for all steel structures. Use Type 3 for weathering steel bolted connections and Type 1 for plain or galvanized steel bolted connections.  '''
:Field connections shall be made with 3/4" diameter high strength bolts and 13/16" diameter holes, except as noted.
+
:Field connections shall be made with 3/4" diameter ASTM F3125 Grade A325 <u>Type 1</u> <u>Type 3</u> bolts and 13/16" diameter holes, except as noted.  
  
  
Line 217: Line 306:
 
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.
 
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.
  
=== A4. Protective Coatings ===
+
<div id="(A3.5.1) Use when uncoated steel"></div>
 +
'''(A3.5.1) Use when uncoated steel may come in contact with galvanized piles (concrete pile cap intermediate bents and pile footings).'''
 +
:Minimum clearance between galvanized piles and uncoated (plain) reinforcing steel including bar supports shall be 1 1/2”. Nylon, PVC, or polyethylene spacers shall be used to maintain clearance.  Nylon cable ties shall be used to bind the spacers to the reinforcement.
  
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Structural Steel Protective Coatings:'''".
+
'''(A3.6) Use when mechanical bar splices (MBS) are to be specified on the plans. The underlined portion shall be used when mechanical bar splice is not being paid for with pay item 706-10.70.  '''
  
 +
:MBS refers to mechanical bar splices. Mechanical bar splices shall be in accordance with Sec 706 or 710 <u>except that no measurement will be made for mechanical bar splices and they will be considered completely covered by the contract unit price for other items</u>.
  
'''Steel Structures - Non-Weathering Steel'''
+
<div id="Traffic Handling:"></div>
 +
'''Traffic Handling:'''
  
'''(A4.1) For new steel - 2nd paragraph shall not apply.'''
+
'''(A3.7) Use on all grade separations (new and rehabs) constructed over traffic. The note shall be as specified on the Bridge Memorandum (may not match the following) in accordance with [[751.1 Preliminary Design#751.1.2.6 Vertical and Horizontal Clearances|EPG 751.1.2.6 Vertical and Horizontal Clearances]].'''
:Protective Coating:  System G in accordance with Sec 1081.<br/>&nbsp;<br/>Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for "Recoating of Structural Steel (System G or H)". The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Surface Preparation for Recoating Structural Steel".
+
 +
:Vertical clearance for Route <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp;</u> traffic during construction shall be <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp;</u> minimum over a <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp;</u> wide horizontal opening of the roadway <u>in each direction</u>.
  
'''(A4.2) New Steel - contract unit price for the Fabricated Structural Steel.'''
 
:'''Existing Steel - contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Field Application of Inorganic Zinc Primer.'''
 
  
:Prime Coat:  The cost of the prime coat will be considered completely covered by the contract <u>unit</u> <u>lump sum</u> price <u>per sq. foot</u> for <u>the Fabricated Structural Steel</u> <u>"Field Application of Inorganic Zinc Primer"</u>. Tint of the prime coat for System G shall be similar to the color of the field coat to be used.
+
'''(A3.8) Use for bridges and culverts.'''
 +
:<u>Structure to be closed during construction.</u> <u>Traffic to be maintained on (1) during construction.</u> See roadway plans for traffic control <u>and Sheet No. __ for staged construction details.</u>
  
'''(A4.3)(*) For existing steel - 2nd paragraph shall not apply.'''
+
::{| style="margin: 1em auto 1em auto"
:Field Coats:  The color of the field coats shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Intermediate Field Coat (System G)". The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Finish Field Coat (System G)".<br/>&nbsp;<br/>At the option of the contractor, the intermediate and finish field coats may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.
+
|-
 +
|(1)|| Use “structure” with staged rehabilitation of existing structures.
 +
|-
 +
| ||Use “existing structure” with new structures built next to existing structures.
 +
|-
 +
| ||Use “structures” with staged replacement of existing structures.
 +
|-
 +
| ||Use “temporary bypass” when a bypass will be constructed.
 +
|-
 +
| ||Use “other routes” with new routes and with existing routes that are closed to traffic.
 +
|-
 +
|colspan="2" width="1150"|
 +
|}
  
(*) The coating color shall be specified on the Design Layout.
+
=== A4. Protective Coatings ===
  
 +
====A4a. Structural Steel Protective Coatings====
  
'''New Steel Structures - Weathering Steel'''
+
In "'''General Notes:'''" section of plans, place the following notes under the heading "Structural Steel Protective Coatings:".
  
'''(A4.11)'''
+
=====A4a1. <u>Steel Structures- Nonweathering Steel</u>=====
:Protective Coating: System H in accordance with Sec 1081.
 
  
'''(A4.12)'''
+
'''<u>Coating New Steel (Notes A4a1.1 – A4a1.7)</u>'''
:Portions of the structural steel embedded in or in contact with concrete, including but not limited to the top flange of girders, shall be coated with not less than 2.0 mils of the prime coat for System H.
 
  
'''(A4.13)'''
+
'''(A4a1.1) Use the 2<sup>nd</sup> underlined option for grade separations where System I finish field coat is only required on the fascia surfaces, See Sec 1081. “System I” may be used for water crossings and where note A4a1.3 is used. '''
:Prime Coat:  The prime coat shall be applied in the fabrication shop. The cost of the prime coat will be considered completely covered by the contract unit price for the Fabricated Structural Steel.
 
  
 +
:Protective Coating: System <u>G</u> <u>System I Prime Coat with System I Finish Field Coat and System G Intermediate Field Coat</u> <u>System I</u> in accordance with Sec 1081.
  
'''Use notes (A4.14) and (A4.15) when weathering steel structures have an expansion device.'''
+
'''(A4a1.2) '''
  
'''(A4.14)'''
+
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract unit price for the fabricated structural steel.  
:The surfaces of all structural steel located under expansion joints shall be coated with complete System H within a distance of 1 1/2 times the girder depth, but not less than 10 feet, from the centerline of all deck joints.  Within this limit, items to be coated shall include all surfaces of beam, girders, diaphragms, stiffeners, bearings and miscellaneous structural steel items.
 
  
'''(A4.15)'''
+
'''(A4a1.3) For grade separations where System I is preferred for all girder surfaces and not just the fascia surfaces.'''
:Field Coats:  The color of the field coats shall be Brown (Federal Standard #30045).  The cost of the intermediate and finish field coats will be considered completely covered by the contract unit price for the Fabricated Structural Steel.  At the option of the contractor, the intermediate and finish field coats may be applied in the shop.  The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.
 
  
 +
:System I finish coat shall be substituted for System G intermediate coat in Sec 1081.10.3.4.1.5.
  
'''(A4.20) Use note on recoating truss bridges.'''
+
'''(A4a1.4) The coating color shall be as specified on the Design Layout. When note (A4a1.3) is used, omit the 2<sup>nd</sup> sentence'''.
:For the duration of cleaning and recoating the truss spans, the truss span superstructure in any span shall not be draped with an impermeable surface subject to wind loads for a length any longer than 1/4 the span length at any one time regardless of height of coverage. Simultaneous work in adjacent spans is permissible using the specified limits in each span.
 
  
 +
:Field Coat(s): The color of the field coat(s) shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Intermediate Field Coat (System G). The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>Finish Field Coat (System G)</u> <u>Finish Field Coat (System I)</u>.
  
'''Structures having Access Doors'''
+
'''(A4a1.5) When note (A4a1.3) is used, omit the underlined part.'''
  
'''(A4.23)'''
+
:At the option of the contractor, the <u>intermediate field coat and</u> finish field coat may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.  
:Structural steel access doors shall be cleaned and coated in the shop or field with at least two coats of inorganic zinc primer to provide a minimum dry film thickness of 5 mils. In lieu of coating, the access doors may be galvanized in accordance with ASTM A123 and A153.  The cost of coating or galvanizing doors will be considered completely covered by the contract unit price for other items.
 
  
'''(A4.24) Structure with no Other Fabricated Structural Steel.'''
+
'''(A4a1.6) Use for structures with Access Doors'''
:Payment for furnishing, coating or galvanizing and installing access doors and frames will be considered completely covered by the contract unit price for other items.
 
  
 +
:Structural steel access doors shall be cleaned and coated in the shop or field with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum. In lieu of coating, the access doors may be galvanized in accordance with ASTM A123 and AASHTO M 232 (ASTM A153), Class C. The cost of coating or galvanizing doors will be considered completely covered by the contract unit price for other items.
  
'''Weathering steel or concrete structures having girder chairs but no coating item.'''
+
'''(A4a1.7) Use for structures with Access Doors and when a fabricated structural steel pay item is not included.'''
 +
 +
:Payment for furnishing, coating or galvanizing and installing access doors and frames will be considered completely covered by the contract unit price for other items.
  
'''(A4.27)'''
+
<div id="(A4a1.8.1) Place"></div>
:Structural steel for the girder chairs shall be coated with not less than 2 mils of inorganic zinc primer. Scratched or damaged surfaces are to be touched up in the field before concrete is poured.  In lieu of coating, the girder chairs may be galvanized in accordance with ASTM A123.  The cost of coating or galvanizing the girder chairs will be considered completely covered by the contract unit price for other items.
+
'''(A4a1.8.1) Place the following notes on the plans when alternate galvanized structural steel protective coating is approved by SPM.'''
  
 +
:'''(A4a1.8.1a) Place the following note under the notes for “Structural Steel Protective Coatings”.'''
 +
::Alternate A Structural Steel Protective Coating:
 +
::Structural steel shall be galvanized in accordance with ASTM A123 and Sec 1081.
  
'''Structural Steel Protective Coatings:'''
+
:'''(A4a1.8.1b) In "General Notes:" section place the following note under the heading "Miscellaneous:'''
 +
::Alternate bids for structural steel coating shall be completed.
  
'''(A4.31)'''
+
:'''(A4a1.8.1c) Place following information at bottom part of “Estimated Quantities” table. (At least four (4) blank rows should be left at bottom of table to allow for additional entries in the field.)'''
:Protective Coating:  Calcium Sulfonate System in accordance with Sec 1081.<br/>&nbsp;<br/>Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for "Overcoating of Structural Steel (Calcium Sulfonate System)". The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for "Surface Preparation for Overcoating Structural Steel".
+
<center>
 
+
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
'''(A4.32)'''
+
|-
:Rust Penetrating Sealer:  The rust penetrating sealer shall be applied to the surfaces of all bearings, overlapping steel plates, pin connections, pin and hanger connections and other locations where rust bleeding, pack rust and layered rust is occurring. The cost of the rust penetrating sealer will be considered completely covered by the contract lump sum price for "Calcium Sulfonate Rust Penetrating Sealer".
+
!colspan="4"|Estimated Quantities
 
+
|-
'''(A4.33)'''
+
!Item||Substr.||Superstr.||Total
:Prime Coat:  The cost of the prime coat will be considered completely covered by the contract unit price per <u>sq. foot</u> <u>tons</u> for "Calcium Sulfonate Primer".
+
|-
 
+
|Last Pay Item|| || ||
'''(A4.34)'''
+
|-
:Topcoat: The color of the topcoat shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Tan (Federal Standard #23522)</u> <u>Green (Federal Standard #24260)</u>. The cost of the topcoat will be considered completely covered by the contract unit price per <u>sq. foot</u> <u>tons</u> for "Calcium Sulfonate Topcoat".
+
|Blank|| || ||
 
+
|-
 
+
|ADD ALTERNATE A:|| || ||
'''Structures with Exposed Piling'''
+
|-
 +
|Galvanizing Structural Steel&nbsp;&nbsp;&nbsp;&nbsp; lump sum|| || ||1
 +
|-
 +
|Blank|| || ||
 +
|-
 +
|Blank|| || ||
 +
|-
 +
|Blank|| || ||
 +
|-
 +
|Blank|| || ||
 +
|}
 +
</center>
 +
'''(A4a1.8.2) Place the following note instead of notes A4a1.1 – A4a1.7 on the plans when galvanized structural steel protective coating is approved by SPM.'''
 +
:'''(A4a1.8.2a) '''
 +
::Structural steel shall be galvanized in accordance with ASTM A123 and Sec 1081.
  
'''(A4.38)  Use note when recoating existing exposed piles.'''
+
'''<u>Recoating Existing Steel (Notes A4a1.9 - A4a1.13)</u>'''
:All exposed surfaces of the existing structural steel piles shall be coated with one 6-mil thickness of <u>aluminum</u> <u>gray</u> epoxy-mastic primer applied over an SSPC-SP3 surface preparation in accordance with Sec 1081. The bituminous coating shall be applied one foot above and below the existing ground line and in accordance with Sec 702. These protective coatings will not be required below the normal low water line. The cost of surface preparation will be considered completely covered by the contract lump sum price for "Surface Preparation for Applying Epoxy-Mastic Primer". The cost of the <u>aluminum</u> <u>gray</u> epoxy-mastic primer and bituminous coating will be considered completely covered by the contract lump sum price for "<u>Aluminum</u> <u>Gray</u> Epoxy-Mastic Primer".
 
  
 +
'''(A4a1.9) Use the 2<sup>nd</sup> underlined option for grade separations where System I finish field coat is only required on the fascia surfaces. See Sec 1081. “System I” may be used for water crossings and where note A4a1.13 is used.'''
  
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Concrete Protective Coatings:'''".
+
:Protective Coating: System <u>G</u> <u>System I Prime Coat with System I Finished Field Coat and System G Intermediate Field Coat</u> <u>System I</u> in accordance with Sec 1081.
  
'''(A4.41) Use note with weathering steel structures.'''
+
'''(A4a1.10)'''
:Temporary coating for concrete bents and piers (weathering steel) shall be applied on all concrete surfaces above the ground line or low water elevation on all abutments and intermediate bents in accordance with Sec 711.
 
  
'''(A4.42)  Use note with coating for concrete bents and piers urethane or epoxy.'''
+
:Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for Recoating of Structural Steel (System G, H or I). The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Surface Preparation for Recoating Structural Steel.
:Protective coating for concrete bents and piers <u>(Urethane)</u> <u>(Epoxy)</u> shall be applied as shown on the bridge plans and in accordance with Sec 711.
 
  
'''(A4.43)(Use notes when specified on Design Layout.)'''
+
'''(A4a1.11) '''
:Concrete and masonry protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.
 
  
'''(A4.44)(Use notes when specified on Design Layout.)'''
+
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Field Application of Inorganic Zinc Primer.
:Sacrificial graffiti protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.
 
  
=== A5. Miscellaneous ===
+
'''(A4a1.12) The coating color shall be as specified on the Design Layout. When note (A4a1.13) is used, omit the 2<sup>nd</sup> sentence.'''
  
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Miscellaneous:'''".
+
:Field Coat(s): The color of the field coat(s) shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Black (Federal Standard #17038)</u> <u>Dark Blue (Federal Standard #25052)</u> <u>Bright Blue (Federal Standard #25095)</u>. The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Intermediate Field Coat (System G). The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>Finish Field Coat (System G)</u> <u>Finish Field Coat (System I)</u>.
  
'''(A5.1) Use on all grade separations.'''
+
'''(A4a1.13) For grade separations where System I is preferred for all girder surfaces and not just the fascia surfaces.'''
:A minimum vertical clearance of <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp;</u> from crown of existing lanes and a minimum lateral clearance of <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp;</u> centered on existing lanes shall be maintained during construction.
 
  
'''(A5.2) Use when traffic is to be maintained during construction.'''
+
:System I finish coat shall be substituted for System G intermediate coat in Sec 1081.10.3.4.1.5.
:Traffic over structure to be maintained during construction. See Roadway plans for traffic control.
 
  
'''(A5.3) Use the following note on all jobs with high strength bolts.'''
+
'''(A4a1.14) Use for recoating truss bridges. '''
:High strength bolts, nuts and washers will be sampled for quality assurance as specified in Sec 106.
 
  
'''(A5.4) Use the following note for structures having detached wing walls at end bents.'''
+
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="780px" align="center"
:Payment for furnishing all materials, labor and excavation necessary to construct the <u>Lt.</u> <u>Rt.</u> <u>both</u> detached wing wall<u>s</u> at End Bents No. <u> &nbsp; &nbsp; </u>&nbsp; <u>and</u> <u>No. &nbsp; &nbsp; </u>&nbsp;including the Class <u> &nbsp; </u>&nbsp;Excavation, <u>&nbsp; &nbsp; Pile</u>,  [[#A5-notes|(1)]], Class <u>B</u> <u>B-1</u> Concrete (Substr.) [[#A5-notes|(2)]] and Reinforcing Steel (Bridges), will be considered completely covered by the contract unit price for these items.
+
|-
 +
|The length of span that is permissible to drape is to be determined by the designer and given in the note. Typically, ¼ span length is used but greater lengths have been used in the past based on calculations. See Structural Project Manager or Structural Liaison Engineer.
 +
|}
  
'''(A5.5) Use the following note on all structures.'''
+
:For the duration of cleaning and recoating the truss spans, the truss span superstructure in any span shall not be draped with an impermeable surface subject to wind loads for a length any longer than <u>1/4</u> the span length at any one time regardless of height of coverage. Simultaneous work in adjacent spans is permissible using the specified limits in each span.  
:"Sec" refers to the sections in the standard and supplemental specifications unless specified otherwise.
 
  
 +
<div id="Overcoating Existing Steel (Notes A4a.10 – A4a.14)"></div>
 +
'''<u>Overcoating Existing Steel (Notes A4a1.21 – A4a1.27)</u> '''
  
<div id="A5-notes"></div>
+
'''(A4a1.21) '''
(1) List all items used for the detached wing walls.
 
  
(2) For continuous concrete slab bridges, the detached wing walls could be either Class B or Class B-1. (For slab bridges with Class B spread footings, the detached wing walls might as well be Class B, otherwise, Class B-1 may be used.) Check with Project Manager.
+
:Protective Coating: Calcium Sulfonate System in accordance with Sec 1081.
 +
 +
:Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1081 for Overcoating of Structural Steel (Calcium Sulfonate System). The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Surface Preparation for Overcoating Structural Steel.  
  
== B. Estimated Quantities Notes ==
+
'''(A4a1.22) '''
  
 +
:Rust Penetrating Sealer: The rust penetrating sealer shall be applied to the surfaces of all bearings, overlapping steel plates, pin connections, pin and hanger connections and other locations where rust bleeding, pack rust and layered rust is occurring. The cost of the rust penetrating sealer will be considered completely covered by the contract lump sum price for Calcium Sulfonate Rust Penetrating Sealer.
  
=== B1. General ===
+
'''(A4a1.23) Use when a prime coat is not required. '''
  
 +
:Prime Coat: Prime coat shall not be required.
  
==== B1a. Concrete ====
+
'''(A4a1.24) Use when prime coat is noted on the Bridge Memorandum as required. '''
  
 +
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price per <u>sq. foot</u> <u>tons</u> for Calcium Sulfonate Primer.
  
'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''
+
'''(A4a1.25) '''
  
'''(B1.1) (Use on steel structures only.)'''
+
:Topcoat: The color of the topcoat shall be <u>Gray (Federal Standard #26373)</u> <u>Brown (Federal Standard #30045)</u> <u>Tan (Federal Standard #23522)</u> <u>Green (Federal Standard #24260)</u>. The cost of the topcoat will be considered completely covered by the contract unit price per <u>sq. foot</u> <u>tons</u> for Calcium Sulfonate Topcoat.
:All concrete above the lower construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
 
  
'''(B1.2)'''
+
<div id="(A4a.15) Use when two different new coating systems are used. Show detail on plans."></div>
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
+
'''(A4a1.26) Use when two different new coating systems are used. Show detail on plans.'''
  
 +
:Limits of Paint Overlap: The Calcium Sulfonate System shall overlap the System G epoxy intermediate field coating between 6 inches and 12 inches in order to achieve maximum coverage at the paint limit of each complete system near the expansion and contraction areas. The final field coating shall be masked to provide crisp, straight lines and to prevent overspray beyond the overlap required.
  
'''Integral End Bents (When bridge slab quantity using note B3.21 table, slab bid per sq. yd.) '''
+
'''(A4a1.27) Use when new coating system overlaps existing coating system. Show detail on plans.'''
  
'''(B1.3) (Use on steel structures only.)'''
+
:Limits of Paint Overlap: System G shall overlap the existing coating between 6 inches and 12 inches in order to achieve maximum coverage at the paint limit of each complete system near the expansion and contraction areas. The final field coating shall be masked to provide crisp, straight lines and to prevent overspray beyond the overlap required.
:All concrete between the upper and lower construction joints in the end bents <u>(except detached wing walls) </u> is included in the Estimated Quantities for Slab on Steel.
 
  
'''(B1.4)'''
+
=====A4a2. <u>Steel Structures- Weathering Steel</u>=====
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
 
  
 +
'''<u>Coating New Steel (Notes A4a2.1 - A4a2.3) </u>'''
  
'''Integral End Bents'''
+
'''(A4a2.1) '''
  
'''(B1.5)'''
+
:Protective Coating: System H in accordance with Sec 1080.  
:All reinforcement in the end bents <u>(except detached wing walls)</u> is included in the Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u>.
 
  
 +
'''(A4a2.2) '''
  
'''Intermediate Bents with Concrete Diaphragms'''
+
:Field Coats: The color of the field coats shall be Brown (Federal Standard #30045). The cost of the intermediate and finish field coats will be considered completely covered by the contract unit price for the fabricated structural steel.
  
'''(B1.5.1)'''
+
'''(A4a2.3) '''
:All reinforcement in the intermediate bent concrete diaphragms except reinforcement embedded in the beam cap is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
 
  
'''(B1.5.2)'''
+
:At the option of the contractor, the intermediate and finish field coats may be applied in the shop. The contractor shall exercise extreme care during all phases of loading, hauling, handling, erection and pouring of the slab to minimize damage and shall be fully responsible for all repairs and cleaning of the coating systems as required by the engineer.  
:All concrete above the intermediate beam cap is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
 
  
 +
'''<u>Recoating Existing Steel (A4a2.10 – A4a2.13) </u>'''
  
'''Non-Integral End Bents with Concrete Diaphragms'''
+
'''(A4a2.10)'''
  
'''(B1.5.3)'''
+
:Protective Coating: System H in accordance with Sec 1080.
:All reinforcement in the concrete diaphragms at End Bent<u>s</u> No. <u> &nbsp;  </u> is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
 
  
'''(B1.5.4)'''
+
'''(A4a2.11) '''
:All concrete in the concrete diaphragm at End Bent<u>s</u> is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u>.
 
  
 +
:Surface Preparation: Surface preparation of the existing steel shall be in accordance with Sec 1080 and Sec 1081 for Recoating of Structural Steel (System G, H or I). The cost of surface preparation will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Surface Preparation for Recoating Structural Steel.
  
'''Semi-Deep Abutments'''
+
'''(A4a2.12) '''
  
'''(B1.6)'''
+
:Prime Coat: The cost of the prime coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for <u>Field Application of Inorganic Zinc Primer</u>.
:All concrete and reinforcing steel below top of slab and above construction joint in Semi-Deep Abutments is included in the Estimated Quantities for Slab on Semi-Deep Abutments.
 
  
 +
'''(A4a2.13) Use same note A4.3 (repeated here for completeness) for existing steel as for new steel. The coating color shall be as specified on the Design Layout. '''
  
'''End Bents with Expansion Device'''
+
:Field Coats: The color of the field coats shall be Brown (Federal Standard #30045). The cost of the intermediate field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Intermediate Field Coat (System H). The cost of the finish field coat will be considered completely covered by the contract <u>lump sum</u> <u>unit</u> price <u>per sq. foot</u> for Finish Field Coat (System H).
  
'''(B1.7)'''
+
=====A4a3. <u>Miscellaneous</u>=====
:Concrete above the upper construction joint in backwall at End Bent<u>s</u> No. <u> &nbsp; </u> &nbsp;is included with Class B-2 Concrete (Slab on <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u>) Quantities.
 
  
 +
'''(A4a3.1) Use for weathering steel or concrete structures with girder chairs and when a coating pay item is not included. '''
  
'''Sidewalk'''
+
:Structural steel for the <u>girder</u> <u>beam</u> chairs shall be coated with not less than 2 mils of inorganic zinc primer. Scratched or damaged surfaces are to be touched up in the field before concrete is poured. In lieu of coating, the <u>girder</u> <u>beam</u> chairs may be galvanized in accordance with ASTM A123. The cost of coating or galvanizing the <u>girder</u> <u>beam</u> chairs will be considered completely covered by the contract unit price for other items.
  
'''(B1.8)'''
+
'''(A4a3.2) Use when recoating existing exposed piles. (Guidance: "Aluminum" is preferred because it acts as both a barrier and corrosion protection where "Gray" only acts as a barrier. If for any reason coated pile is embedded in fresh concrete, "Aluminum" shall not be used.)'''
:All concrete and reinforcing steel in sidewalk will be considered completely covered by the contract unit price for Sidewalk (Bridges).
 
  
 +
:All exposed surfaces of the existing structural steel piles <u>and sway bracing</u> shall be recoated with one 6-mil thickness of <u>aluminum</u> <u>gray</u> epoxy-mastic primer applied over an SSPC-SP3 surface preparation in accordance with Sec 1081. The bituminous coating shall be applied one foot above and below the existing ground line and in accordance with Sec 702. These protective coatings will not be required below the normal low water line. The cost of surface preparation will be considered completely covered by the contract lump sum price for Surface Preparation for Applying Epoxy-Mastic Primer. The cost of the <u>aluminum</u> <u>gray</u> epoxy-mastic primer and bituminous coating will be considered completely covered by the contract lump sum price for <u>Aluminum</u> <u>Gray</u> Epoxy-Mastic Primer.
  
'''Continuous Concrete Slab Bridge (Notes B1.9.1 thru B1.9.6)'''
+
====A4b. Concrete Protective Coatings====
  
'''End Bents'''
+
=====A4b1. Concrete Protective Coatings=====
  
'''(B1.9.1)'''
+
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Concrete Protective Coatings:'''".  
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
 
  
'''(B1.9.2)'''
+
'''(A4b1.1) Use note with weathering steel structures. '''
:All reinforcement in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
 
  
 +
:Temporary coating for concrete bents and piers (weathering steel) shall be applied on all concrete surfaces above the ground line or low water elevation on all abutments and intermediate bents in accordance with Sec 711.
  
'''Intermediate Column Bents integral with slab'''
+
'''(A4b1.2) Use note with coating for concrete bents and piers either urethane or epoxy. '''
  
'''(B1.9.3)'''
+
:Protective coating for concrete bents and piers <u>(Urethane)</u> <u>(Epoxy)</u> shall be applied as shown on the bridge plans and in accordance with Sec 711.  
:All concrete above construction joint between slab and columns in the intermediate bents is included with Superstructure Quantities.
 
  
'''(B1.9.4)'''
+
'''(A4b1.3) Use note when specified on Design Layout.'''
:All reinforcement in the intermediate bent columns is included with Superstructure Quantities.
 
  
 +
:Concrete and masonry protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.
  
'''Intermediate Pile Cap Bents integral with slab'''
+
'''(A4b1.4) Use note when specified on Design Layout. '''
  
'''(B1.9.5)'''
+
:Sacrificial graffiti protective coating shall be applied on all exposed concrete and stone areas in accordance with Sec 711.
:All concrete in the intermediate bent cap<u>s</u> is included with Superstructure Quantities.
 
  
'''(B1.9.6)'''
+
=== A5. Miscellaneous ===
:All reinforcement in the intermediate bent cap<u>s</u> is included with Superstructure Quantities.
 
  
==== B1b. Excavation, Sway Bracing & Neoprene Bearing Pads ====
+
In "'''General Notes:'''" section of plans, place the following notes under the heading "'''Miscellaneous:'''".
  
 +
'''(A5.1) Use the following note on all structures that contains non-redundant Fracture Critical Members (FCM).'''
  
'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''
+
:This structure contains non-redundant Fracture Critical Members (FCM). FCM requirements shall be in accordance with [https://www.modot.org/media/20575 Sec 1080].
  
'''(B1.10) Use when total estimated excavation is less than 10 cubic yards (No "excavation" item in the Estimated Quantities).'''
+
'''(A5.3) Use the following note on all jobs with high strength bolts.'''
:Cost of any required excavation for bridge will be considered completely covered by the contract unit price for other items.
+
:High strength bolts, nuts and washers will be sampled for quality assurance as specified in Sec 106.
  
 +
'''(A5.4) Use the following note for structures having detached wing walls at end bents.'''
 +
:Payment for furnishing all materials, labor and excavation necessary to construct the <u>Lt.</u> <u>Rt.</u> <u>both</u> detached wing wall<u>s</u> at End Bents No. <u> &nbsp; &nbsp; </u>&nbsp;  <u>and</u> <u>No. &nbsp; &nbsp; </u>&nbsp;including the Class <u> &nbsp; </u>&nbsp;Excavation, <u>&nbsp; &nbsp; Pile</u>, [[#A5-notes|(1)]], Class <u>B</u> <u>B-1</u> Concrete (Substr.) [[#A5-notes|(2)]] and Reinforcing Steel (Bridges), will be considered completely covered by the contract unit price for these items.
  
'''Retaining Walls'''
+
::{| style="margin: 1em auto 1em auto" align="left"
 +
|-
 +
|(1)||List all items used for the detached wing walls.
 +
|-
 +
|valign="top"|(2)|| For continuous concrete slab bridges, the detached wing walls could be either Class B or Class B-1. (For slab bridges with Class B spread footings, the detached wing walls might as well be Class B, otherwise, Class B-1 may be used.) Check with Project Manager.
 +
|}
 +
 
 +
<div id="(A5.6)"></div>
 +
 
 +
'''(A5.6) <font color="purple">[MS Cell]</font color="purple"> Use the following note on all Concrete Superstructures where Precast Panels are used.'''
 +
:MoDOT Construction personnel will indicate the type of joint filler option used under the precast panels for this structure:
 +
:: □  Constant Joint Filler
 +
:: □  Variable Joint Filler
 +
 
 +
== B. Estimated Quantities Notes ==
  
'''(B1.11)'''
 
:No Class 1 Excavation will be paid for above lower limits of roadway excavation.
 
  
 +
=== B1. General ===
  
'''Concrete Structures Having Sway Bracing on Load Bearing Piles'''
 
  
'''(B1.12)'''
+
==== B1a. Concrete ====
:The cost of furnishing and installing steel sway bracing on piles at the intermediate bent<u>s</u> will be considered completely covered by the contract unit price for Fabricated Structural Carbon Steel (Misc.).
 
  
  
'''Note to Detailer:'''<br/>For structures having steel sway bracing on piles, the weight of the bracing shall be shown under the substructure quantities.
+
'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''
  
'''(B1.13)'''
+
'''(B1.1) (Use on steel structures only.)'''
:Cost of cleaning and coating of bracing at intermediate bents will be considered completely covered by the contract unit price for other items.
+
:All concrete above the lower construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
  
 +
'''(B1.2) (Use on concrete structures only.)'''
 +
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
  
'''Structures Having Neoprene Bearing Pads'''
 
  
'''(B1.14) Does not apply to Type "N" PTFE Bearings & Laminated Neoprene Bearing Pad Assembly.'''
+
'''Integral End Bents, notes B1.3, B1.4, and B1.5 (When bridge slab quantity using note B3.21 table, slab bid per sq. yd.) '''
:<u>Plain</u> <u>Laminated</u> Neoprene Bearing Pads <u>(Tapered)</u> shall be in accordance with Sec 716.
 
  
=== B2. Welded Wire Fabric ===
+
'''(B1.3) (Use on steel structures only.)'''
 +
:All concrete between the upper and lower construction joints in the end bents <u>(except detached wing walls) </u> is included in the Estimated Quantities for Slab on Steel.
  
 +
'''(B1.4) (Use on concrete structures only.)'''
 +
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
  
'''Structures with Welded Wire Fabric'''
+
'''(B1.5)'''
 +
:All reinforcement in the end bents <u>(except detached wing walls)</u> <u>and all reinforcement in cast-in-place pile at end bents</u> is included in the Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u> <u>Concrete NU-Girder</u> <u>Concrete Beam</u> <u>Concrete Adjacent Beam</u>.
  
'''(B2.4)'''
 
:Weight of <u>6</u> x <u>6</u> - <u>W2.1</u> x <u>W2.1</u> welded wire fabric is included in Estimated Weight of Reinforcing Steel. (*)
 
  
 +
'''Intermediate Bents with Concrete Diaphragms'''
  
 +
'''(B1.5.1)'''
 +
:All reinforcement in the intermediate bent concrete diaphragms except reinforcement embedded in the beam cap is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
  
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
+
'''(B1.5.2)'''
|-
+
:All concrete above the intermediate beam cap is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
!colspan="4"|WELDED WIRE FABRIC WEIGHT
+
 
|-
+
 
!STYLE||SPACE||SIZE||LBS./100 SQ, FT.
+
'''Non-Integral End Bents with Concrete Diaphragms'''
|-
+
 
|6 x 6 - W2.1 x W2.1||6"||8 ga.||30
+
'''(B1.5.3)'''
|-
+
:All reinforcement in the concrete diaphragm at the end bents is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
|4 x 4 - W4 x W4||4"||4 ga.||85
 
|}
 
  
See CRSI Manual for other sizes.
+
'''(B1.5.4)'''
 +
:All concrete in the concrete diaphragm at the end bents is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>.
  
Table should not be shown on plans
 
  
 +
'''Semi-Deep Abutments'''
  
(*) Modify for type actually used.  Show type on details where the fabric is shown.
+
'''(B1.6)'''
+
:All concrete and reinforcing steel below top of slab and above construction joint in Semi-Deep Abutments is included in the Estimated Quantities for Slab on Semi-Deep Abutment.
"W" denotes plain wire; the number following indicates cross sectional area in hundredths of a square inch.  Deformed wire is denoted by the letter "D".
 
  
=== B3. Estimated Quantities Tables ===
+
<div id="(B1.7)"></div>
 +
'''End Bents with Expansion Device'''
  
 +
'''(B1.7)'''
 +
:Concrete above the upper construction joint in backwall at End Bent<u>s</u> No. <u> &nbsp; </u> &nbsp;is included with Class B-2 Concrete (Slab on <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u>) Quantities.
  
==== B3a. Bridges ====
 
  
'''(B3.1)'''
+
'''Sidewalk'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
 
|-
+
'''(B1.8)'''  
!rowspan="3" | &nbsp;||colspan="5" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities
+
:All concrete and reinforcing steel in sidewalk will be considered completely covered by the contract unit price for Sidewalk (Bridges).
|-
+
 
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
+
 
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Substr.
+
'''Continuous Concrete Slab Bridge (Notes B1.9.1 thru B1.9.6)'''
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Superstr.
+
 
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Total
+
'''End Bents'''
|-
+
 
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 1 Excavation
+
'''(B1.9.1)'''
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
+
:All concrete above the construction joint in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
+
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
+
'''(B1.9.2)'''
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
+
:All reinforcement in the end bents <u>(except detached wing walls)</u> is included with the Superstructure Quantities.
|-
+
 
|align="right" |[[Image:751.50 circled 1.gif]] <math>\, \big\{</math>
+
 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Structural Steel Piles ( &nbsp; &nbsp; in.)
+
'''Intermediate Column Bents integral with slab'''
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
+
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
+
'''(B1.9.3)'''
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
+
:All concrete above construction joint between slab and columns in the intermediate bents is included with Superstructure Quantities.
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|&nbsp;
 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B Concrete
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|align="right"|[[Image:751.50 circled 2.gif]] <math>\, \big\{*</math>
 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Safety Barrier Curb
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|&nbsp;
 
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Bridges)
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|align="right" rowspan="2"|[[Image:751.50 circled 3.gif]] <math>\, \Bigg\{</math>
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|}
 
  
 +
'''(B1.9.4)'''
 +
:All reinforcement in the intermediate bent columns is included with Superstructure Quantities.
  
  
{|
+
'''Intermediate Pile Cap Bents integral with slab'''
|valign="top"|[[Image:751.50 circled 1.gif]]||The following note shall be placed under the estimated quantities box when steel piles are used in Seismic Performance Categories B, C & D.
 
|}
 
  
'''(B3.2)'''
+
'''(B1.9.5)'''
:Cost of channel shear connectors C4 x 5.4 (ASTM A709 Grade 36) in place will be considered completely covered by the contract unit price for Structural Steel Piles ( <u>10 in.</u> <u>12 in.</u> <u>14 in.</u>).
+
:All concrete in the intermediate bent cap<u>s</u> is included with Superstructure Quantities.
  
 +
'''(B1.9.6)'''
 +
:All reinforcement in the intermediate bent cap<u>s</u> is included with Superstructure Quantities.
  
{|
+
<div id="(B1.9.7) Use"></div>
|valign="top"|[[Image:751.50 circled 2.gif]]||Place an <math>\, *</math> next to the safety barrier curb in the quantity box and add the following note under the estimated quantities box.
 
|}
 
  
'''(B3.3)'''
+
==== B1b. Excavation, Sway Bracing====
:<math>\, *</math> Safety barrier curb shall be cast-in-place option or slip-form option.
 
  
  
{|
+
'''Integral End Bents (When bridge slab quantity using note B3.1 table only)'''
|valign="top"|[[Image:751.50 circled 3.gif]]||In special cases, entries are made to the quantities table by the Construction after plans are completed. When notes are placed too close to the bottom of this table, additional quantities cannot be entered efficiently.  The request has been made that space be left for at least four (4) additional entries to the table before notes are placed on the plans.
 
|}
 
  
 +
'''(B1.10) Use when total estimated excavation is less than 10 cubic yards (No "excavation" item in the Estimated Quantities).'''
 +
:Cost of any required excavation for bridge will be considered completely covered by the contract unit price for other items.
  
'''The following notes shall be placed under the estimated quantities box when CIP piles are used in Seismic Performance Categories B, C and D.'''
 
  
'''(B3.4)'''
+
'''Retaining Walls'''
:All reinforcement in cast-in-place piling at end bents is included in the superstructure quantities.
+
 
 +
'''(B1.11)'''
 +
:No Class 1 Excavation will be paid for above lower limits of roadway excavation.
  
'''(B3.5) Do not use for slab bridges with CIP Pile Caps.'''
 
:All reinforcement in cast-in-place piling at intermediate bents is included in the substructure quantities for intermediate bents.
 
  
'''(B3.6) Use for slab bridges with CIP Pile Caps.'''
+
'''Concrete Structures Having Sway Bracing on Load Bearing Piles'''
:All reinforcement in cast-in-place piling at intermediate bents is included in the superstructure quantities for intermediate bents.
 
  
 +
'''(B1.12)'''
 +
:The cost of furnishing and installing steel sway bracing on piles at the intermediate bent<u>s</u> will be considered completely covered by the contract unit price for Fabricated Structural Carbon Steel (Misc.).
  
'''Place an <math>\, **</math> next to the transverse diamond grooving in the quantity box and add the following note under the estimated quantities box.'''
 
  
'''(B3.7)'''
+
'''Note to Detailer:'''<br/>For structures having steel sway bracing on piles, the weight of the bracing shall be shown under the substructure quantities.
:<math>\, **</math> MoDOT will allow, at the contractor's discretion, longitudinal or transverse diamond grooving of the surface of the concrete bridge deck.
 
  
==== B3b. Box Culverts & Slab on Semi-Deep ====
+
'''(B1.13)'''
 +
:Cost of cleaning and coating of bracing at intermediate bents will be considered completely covered by the contract unit price for other items.
  
Estimated Quantities Table for Box Culverts
 
  
The quantities table on box culvert plans should show an extra column to the right in the table that is labeled "Final Quantities". Estimated quantities should be inserted to the left of this column in the usual manner by the detailer as shown in the example below.
+
=== B2. Welded Wire Fabric ===
  
The four extra spaces at the bottom of the table are not required as specified before.
 
  
'''(B3.11)'''
+
'''Structures with Welded Wire Fabric'''
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
 
 +
'''(B2.4)'''
 +
:Weight of <u>6</u> x <u>6</u> - <u>W2.1</u> x <u>W2.1</u> welded wire fabric is included in Estimated Weight of Reinforcing Steel. (*)
 +
 
 +
 
 +
 
 +
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|-
 
|-
!rowspan="2" | &nbsp;
+
!colspan="4"|WELDED WIRE FABRIC WEIGHT
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Estimated Quantities
 
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Final<br/>Quantities
 
 
|-
 
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 4 Excavation
+
!STYLE||SPACE||SIZE||LBS./100 SQ, FT.
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|<math>\, *</math>
+
|6 x 6 - W2.1 x W2.1||6"||8 ga.||30
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B-1 Concrete (Culverts-Bridge)
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|<math>\, *</math>
+
|4 x 4 - W4 x W4||4"||4 ga.||85
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Culverts-Bridge)
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|pound
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|-
 
|&nbsp;
 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class 4 Excavation
 
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid gray"|cu. yard
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|-
 
|&nbsp;
 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|&nbsp;
 
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid gray"| &nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid gray; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|}
 
|}
  
 +
See CRSI Manual for other sizes.
 +
 +
Table should not be shown on plans
  
<math>\, *</math> Note to Detailer:
 
:If distance from stream face of exterior wall to exterior wall is <math>\ge</math> 20' then should use (Culverts-Bridge) but if <math><</math> 20' should use Class B-1 Concrete (Culverts).
 
  
==== B3c. Slabs ====
+
(*) Modify for type actually used.  Show type on details where the fabric is shown.
 +
 +
"W" denotes plain wire; the number following indicates cross sectional area in hundredths of a square inch.  Deformed wire is denoted by the letter "D".
  
The following table is to be placed on the design plans under the table of estimated quantities.
+
=== B3. Estimated Quantities Tables ===
  
'''(B3.21) Table of Slab Quantities'''
+
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
==== B3a. Bridges ====
|-
+
 
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities for<br/><u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u>
+
'''(B3.1) <font color="purple">[MS Cell]</font color="purple">'''
 +
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
!rowspan="3" | &nbsp;||colspan="5" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities
 
|-
 
|-
!colspan="2" width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
+
!colspan="2" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Total
+
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Substr.
 +
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|Superstr.
 +
|width="60pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|Total
 
|-
 
|-
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class B-2 Concrete
+
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class 1 Excavation
 
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
 
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
+
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|-
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel
+
|align="right" |[[Image:751.50 circled 1.gif]] <math>\, \big\{</math>
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
+
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Structural Steel Piles ( &nbsp; &nbsp; in.)
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
+
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|-
 
|-
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|Reinforcing Steel (Epoxy Coated)
+
|&nbsp;
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|pound
+
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Class B Concrete
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
+
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|align="right"|
 +
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Type D Barrier
 +
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|linear foot
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|&nbsp;
 +
|align="left" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|Reinforcing Steel (Bridges)
 +
|align="right" style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|pound
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|align="right" rowspan="2"|[[Image:751.50 circled 2.gif]] <math>\, \Bigg\{</math>
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black;"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 +
|-
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"| &nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|&nbsp;
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|&nbsp;
 
|}
 
|}
Fill in the blank above and in note below with "'''Slab on Steel'''", "'''Slab on Concrete I-Girder'''", "'''Slab on Concrete Bulb-Tee Girder'''", "'''Slab on Semi-Deep Abutment'''" or "'''Reinforced Concrete Slab Overlay'''".
 
  
"'''Reinforced Concrete Slab Overlay'''" shall be used with prestressed concrete voided slab beams, prestressed concrete box beams and prestressed double-tees.
 
  
  
'''(B3.22)'''
+
{|
:The table of Estimated Quantities for <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u> &nbsp; represents the quantities used by the State in preparing the cost estimate for concrete slabs.  The area of the concrete slab will be measured to the nearest square yard with the horizontal dimensions as shown on the plan of slab.  Payment for prestressed panels, stay-in-place forms, conventional forms, all concrete and coated and uncoated reinforcing steel will be considered completely covered by the contract unit price for the slab. Variations may be encountered in the estimated quantities but the variations cannot be used for an adjustment in the contract unit price.
+
|valign="top"|[[Image:751.50 circled 1.gif]]||The following note shall be placed under the estimated quantities box when steel piles are used in Seismic Categories B, C & D.
 +
|}
 +
<div id="(B3.2)"></div>
 +
'''(B3.2)'''
 +
:Cost of L4x4 ASTM A709 Grade 36 HP pile anchors and 3/4-inch diameter ASTM F3125 Grade A325 Type 1 Plain bolts, complete in place, will be considered completely covered by the contract unit price for <u>Galvanized</u> Structural Steel Piles (<u>12 in.</u> <u>14 in.</u>).
  
'''(B3.23)'''
+
{|
:Method of forming the slab<u>s</u> shall be as shown on the plans and in accordance with Sec 703All hardware for forming the slab to be left in place as a permanent part of the structure shall be coated in accordance with ASTM A123 or ASTM B633 with a thickness class SC 4 and a finish type I, II or III.
+
|valign="top"|[[Image:751.50 circled 2.gif]]||In special cases, entries are made to the quantities table by Construction personnel after plans are completedWhen notes are placed too close to the bottom of this table, additional quantities cannot be entered efficiently.  The request has been made that space be left for at least four (4) additional entries to the table before notes are placed on the plans.
 +
|}
  
'''(B3.24)  Use note for optional forming.'''
 
:Slab shall be cast-in-place with conventional forming or stay-in-place corrugated metal forms. Precast prestressed panels will not be permitted.
 
  
 +
'''(B3.5) Use for CIP pile in all bridges except for continuous concrete slab bridges.'''
 +
:All reinforcement in cast-in-place pile at <u>non-integral end bents</u> <u>and</u> <u>intermediate bents</u> is included in the substructure quantities.
  
'''Stay-In-Place Forms:'''
+
'''(B3.6) Use for CIP pile in continuous concrete slab bridges.'''
 +
:All reinforcement in cast-in-place pile at end bents <u>and</u> <u>pile cap intermediate bents</u> is included in the superstructure quantities <u>and all reinforcement in cast-in-place pile at open concrete intermediates bents is included in the substructure quantities</u>.
  
'''(B3.30)'''
+
'''Place an <math>\, **</math> next to the transverse diamond grooving in the quantity box and add the following note under the estimated quantities box.'''
:Permanent steel bridge deck forms, supports closure elements and accessories shall be in accordance with grade requirement and coating designation G165 of ASTM A653.  Complete shop drawings of the permanent steel deck forms shall be required in accordance with Sec 1080.  
+
 
 +
'''(B3.7)'''
 +
:<math>\, **</math> MoDOT will allow, at the contractor's discretion, longitudinal or transverse diamond grooving of the surface of the concrete bridge deck.
 +
 
 +
'''(B3.8) Place a * next to supplementary wearing surface material in the quantity box and add the following note under the estimated quantities box.'''
  
'''(B3.31)'''
+
:<font color = "white">(</font color = "white">'''*''' Supplementary wearing surface material will be paid for at the fixed unit price in accordance with Sec 109.
:Corrugations of stay-in-place forms shall be filled with an expanded polystyrene material.  The polystyrene material shall be placed in the forms with an adhesive in accordance with the manufacturer's recommendations.
 
  
'''(B3.32)'''
+
'''(B3.9) Use for jobs with restrictive timelines including weekend only work. See Structural Project Manager or Structural Liaison Engineer. Place a ** next to total surface hydro demolition in the quantity box and add the following note under the estimated quantities box.'''
:Form sheets shall not rest directly on the top of girders, stringers or floorbeams flanges. Sheets shall be securely fastened to form supports with a minimum bearing length of one inch on each end.  Form supports shall be placed in direct contact with the flange.  Welding on or drilling holes in the flanges of the girders, stringers or floorbeams will not be permitted. All steel fabrication and construction shall be in accordance with Sec's 1080 and 712. MoDOT certified field welders will not be required for welding of the form supports.
 
  
 +
:<font color = "white">(</font color = "white">'''**''' The minimum allowable water usage shall be 55 gallons per minute.
  
'''Precast Prestressed Panels:'''
+
==== B3b. Box Culverts====
  
'''(B3.40)'''
+
Estimated Quantities Table for Box Culverts
:The Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u> are based on skewed precast prestressed end panels.
 
  
'''(B3.41) Use with Slab on Concrete I-Girder or Bulb-Tee Girder only.'''
+
The quantities table on box culvert plans should show an extra column to the right in the table that is labeled "Final Quantities". Estimated quantities should be inserted to the left of this column in the usual manner by the detailer as shown in the example below.
:Class B-2 Concrete quantity is based on minimum top flange thickness and minimum joint material thickness.
 
  
'''(B3.42)'''
+
The four extra spaces at the bottom of the table are not required as specified before.
:The prestressed panel quantities are not included in the table of Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u>.
 
  
==== B3d. Asphalt Wearing Surfaces ====
+
'''(B3.11) <font color="purple">[MS Cell]</font color="purple">'''
 +
:{|border="1" style="text-align:center; border:3px solid black" cellpadding="5" cellspacing="0"
 +
|-
 +
!width="300" colspan=2 |Estimated Quantities||width="100"|Final Quantities
 +
|-
 +
| align="left"| Class 4 Excavation||cu. yard||
 +
|-
 +
|align="left"|Class B-1 Concrete<br/>(Culverts-Bridge)'''*'''||cu. yard||
 +
|-
 +
|align="left"|Reinforcing Steel (Culverts- <br/> Bridge)'''*'''||pound||
 +
|}
  
The following table shall be placed under the Table of Estimated Quantities on the design plans for alternate asphaltic concrete wearing surface.
+
<math>\, *</math> Note to Detailer:
 +
:If distance from stream face of exterior wall to exterior wall is <math>\ge</math> 20' then should use (Culverts-Bridge) but if <math><</math> 20' should use (Culverts).
  
 +
==== B3c. Slabs on Steel, Concrete and Semi-Deep Abutment, and Reinforced Concrete Wearing Surfaces ====
  
'''(B3.50)'''
+
The following table is to be placed on the design plans under the table of estimated quantities.
  
 +
Use separate tables for multiple types of slabs on a structure.
 +
<div id="(B3.21)"></div>
 +
'''(B3.21) <font color="purple">[MS Cell]</font color="purple"> Table of Slab Quantities'''
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|-
 
|-
|rowspan="2"|&nbsp;
+
!colspan="3" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Estimated Quantities for<br/><u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u>
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Alternate Asphaltic<br/>Concrete Wearing Surface
 
|width="175pt"|&nbsp;
 
 
|-
 
|-
!width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Wearing Surface<br/>with Asphalt Binder Type
+
!colspan="2" width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Item
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Mix Used<br/>(<math>\sqrt{}</math>)
+
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Total
 
|-
 
|-
|<math>\,*</math>
+
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Class B-2 Concrete
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 76-22
+
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|cu. yard
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|-
 
|-
|<math>\,*</math>
+
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black;"|Reinforcing Steel (Epoxy Coated)
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BLP Mix with PG 76-22
+
|align="right" style="border-top:1px solid gray; border-bottom:3px solid black; border-right:1px solid black"|pound
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|-
 
|<math>\,*</math>
 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 70-22
 
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|-
 
|<math>\,*</math>
 
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|SP125CLP Mix with PG 70-22
 
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
|-
 
|&nbsp;
 
|align="left" colspan="3"|MoDOT construction personnel shall complete column labeled "Mix Used (<math>\sqrt{}</math>)".
 
 
|}
 
|}
 +
Fill in the blank above and in note below with "'''Slab on Steel'''", "'''Slab on Concrete I-Girder'''", "'''Slab on Concrete Bulb-Tee Girder'''", "'''Slab on Concrete NU-Girder'''", "'''Slab on Semi-Deep Abutment'''", '''"Slab on Concrete Beam"''', '''"Slab on Concrete Adjacent Beam"'''  or "'''Reinforced Concrete Wearing Surface'''".
  
 +
"'''Slab on Concrete Adjacent Beam'''" shall be used with double-tee girders and when specified on the Design Layout for solid slab beams, adjacent voided slab beams and adjacent box beams.
  
{|
+
Concrete shall be estimated to the nearest cubic yard instead of 0.1 cubic yard due to variances and assumptions used in this estimate. Reinforcing steel shall be estimated to the nearest 10 pounds.
|valign="top"|<math>\, *</math>
 
|The "SP" designates a superpave mixture; the "125" indicates the nominal mixture aggregate size is 12.5 mm, "B" or "C" indicates the design level, the "SM" indicates Stone Mastic Asphalt, and the "LP" indicates the mixture contains limestone/porphyry. See the Design Layout for the type of Superpave mixture required.
 
|-
 
|&nbsp;
 
|See the Design Layout for the asphalt binder required.
 
|}
 
  
 +
'''(B3.22) '''
 +
:The table of Estimated Quantities for <u> &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; &nbsp; </u> &nbsp; represents the quantities used by the State in preparing the cost estimate for concrete slabs.  The area of the concrete slab will be measured to the nearest square yard longitudinally from end of slab to end of slab and transversely from out to out of bridge slab (or with the horizontal dimensions as shown on the plan of slab).  Payment for <u>prestressed panels,</u> <u>stay-in-place corrugated steel forms,</u> conventional forms, all concrete and epoxy coated reinforcing steel will be considered completely covered by the contract unit price for the slab.  Variations may be encountered in the estimated quantities but the variations cannot be used for an adjustment in the contract unit price.
  
 +
'''(B3.23)'''
 +
:Method of forming the slab<u>s</u> shall be as shown on the plans and in accordance with Sec 703.  All hardware for forming the slab to be left in place as a permanent part of the structure shall be coated in accordance with ASTM A123 or ASTM B633 with a thickness class SC 4 and a finish type I, II or III.
  
'''(B3.53)'''
+
'''(B3.24) Use note for optional forming.'''
:The contractor shall select one of the alternate asphaltic concrete wearing surfaces listed in the table.  The mixture shall be in accordance with Sec 403 and produced in accordance with Sec 404.
+
:Slab shall be cast-in-place with conventional forms or stay-in-place corrugated steel forms. Precast prestressed panels will not be permitted.
  
'''(B3.54)'''
+
'''(B3.25) Use note when vibratory screeds are allowed for deck finishing.  For guidance for allowing a vibratory screed, see [[751.10 General Superstructure#751.10.1.15 Deck Concrete Finishing|EPG 751.10.1.15 Deck Concrete Finishing]].'''
:The area of the asphaltic concrete wearing surface will be measured and computed to the nearest square yard.  This area will be measured transversely from out to out of overlay and longitudinally from end of slab to end of slab.
+
 +
:Bridge deck surface may be finished with a vibratory screed.
  
'''(B3.56)'''
+
'''Stay-In-Place Corrugated Steel Forms:'''
:Payment for alternate Asphaltic Concrete Wearing Surface will be considered completely covered by the contract unit price per square yard.
 
  
== C. Reinforcing Steel Notes ==
+
'''(B3.30)'''
 +
:Corrugated steel forms, supports, closure elements and accessories shall be in accordance with grade requirement and coating designation G165 of ASTM A653.  Complete shop drawings of the permanent steel deck forms shall be required in accordance with Sec 1080.  
  
 +
'''(B3.31)'''
 +
:Corrugations of stay-in-place forms shall be filled with an expanded polystyrene material.  The polystyrene material shall be placed in the forms with an adhesive in accordance with the manufacturer's recommendations.
  
=== C1. Bill of Reinforcing Steel ===
+
'''(B3.32)'''
 +
:Form sheets shall not rest directly on the top of <u>girder</u> <u>beam</u> <u>or floorbeam</u> flanges.  Sheets shall be securely fastened to form supports with a minimum bearing length of one inch on each end.  Form supports shall be placed in direct contact with the flange.  Welding on or drilling holes in the <u>girder</u> <u>beam</u> <u>or floorbeam</u> flanges will not be permitted.  All steel fabrication and construction shall be in accordance with Sec 1080 and 712. Certified field welders will not be required for welding of the form supports.
 +
<div id="(B3.33) Use"></div>
  
Place the following notes below or near the "'''Bill of Reinforcing Steel'''" when appropriate.
+
'''(B3.33) Use “4 psf” for form spans up to 10 feet beyond which a greater dead loading for form spans may need to be considered and used. '''
 +
:The design of stay-in-place corrugated steel forms is per manufacturer which shall be in accordance with Sec 703 for false work and forms. Maximum actual weight of corrugated steel forms allowed shall be 4 psf assumed for <u>girder</u> <u>beam</u> loading.
 +
<div id="(B3.34) Use this temporary note"></div>
 +
'''(B3.34) Use this temporary note until further notice when more is learned about what contractor’s methods are proposed and approved by the engineer.'''
  
'''(C1.1) Same marks used for unlike bars on different units.'''
+
:The contractor shall provide a method of preventing the direct contact of the stay-in-place forms and connection components with uncoated weathering steel members that is approved by the engineer.
:Bars in the above units are to be billed and tagged separately.
 
  
'''(C1.2) Incomplete bill (Or bill for different units placed on different sheets).'''
+
'''Precast Prestressed Panels:'''
:See Sheet No. <u> &nbsp; &nbsp; </u> &nbsp; for bill of reinforcing steel for <u> &nbsp; &nbsp; &nbsp; &nbsp; </u>.
 
  
 +
'''(B3.40) Use for skewed structures.'''
 +
:The Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u> <u>Concrete NU-Girder</u> <u>Concrete Beam</u> are based on skewed precast prestressed end panels.
  
'''BENDING BY CRSI STANDARDS'''
+
'''(B3.41) Use for concrete structures.'''
 +
:Class B-2 Concrete quantity is based on minimum top flange thickness and minimum joint material thickness.
  
'''(C1.3)'''
+
'''(B3.42)'''
:All standard hooks and bends other than 180 degree are to be bent with same procedure as for 90 degree standard hooks.
+
:The prestressed panel quantities are not included in the table of Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u> <u>Concrete NU-Girder</u> <u>Concrete Beam</u>.
  
'''(C1.4)'''
+
==== B3d. Asphalt Wearing Surfaces ====
:Hooks and bends shall be in accordance with the procedures as shown on this sheet.
 
  
'''(C1.5)'''
+
'''(B3.50) <font color="purple">[MS Cell]</font color="purple"> Place following table and note near the Estimated Quantities table on the design plans for optional asphaltic concrete wearing surface as specified on the Bridge Memorandum. The table is not required if there are no wearing surface options, instead show the wearing surface and binder type in the details.'''
:Nominal lengths are based on out to out dimensions shown in bending diagrams and are listed for fabricators use.  (Nearest inch)
 
  
'''(C1.6)'''
+
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
:Payweights are based on actual lengths.
+
|-
 
+
|rowspan="2"|&nbsp;
'''(C1.7)'''
+
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Optional Asphaltic<br/>Concrete Wearing Surface
:Unless otherwise noted, diameter "D" is the same for all bends and hooks on a bar.
+
|width="175pt"|&nbsp;
 
+
|-
'''(C1.8)'''
+
!width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Wearing Surface<br/>with Asphalt Binder Type
:E = Epoxy coated reinforcement.
+
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Mix Used<br/>()
 +
|-
 +
|<math>\,*</math>
 +
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 76-22
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|<math>\,*</math>
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BLP Mix with PG 76-22
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|<math>\,*</math>
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|SP125BSM Mix with PG 70-22
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|<math>\,*</math>
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|SP125CLP Mix with PG 70-22
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|&nbsp;
 +
|align="left" colspan="3"|MoDOT construction personnel shall complete column labeled "Mix Used (√)".
 +
|}
  
'''(C1.9)'''
+
{|
:S = Stirrup.
+
|valign="top"|<math>\, *</math>
 +
|'''Guidance for Detailing:''' The "SP" designates a superpave mixture; the "125" indicates the nominal mixture aggregate size is 12.5 mm, "B" or "C" indicates the design level, the "SM" indicates Stone Mastic Asphalt, and the "LP" indicates the mixture contains limestone/porphyry.  See the Bridge Memorandum for the type of Superpave mixture required.
 +
|-
 +
|&nbsp;
 +
|See the Bridge Memorandum for the asphalt binder required.
 +
|}
  
'''(C1.10)'''
 
:X = Bar is included in substructure quantities.
 
  
'''(C1.11)'''
+
'''Place next three notes under the Estimated Quantities table if B3.50 is not required, otherwise place under B3.50.'''
:Actual lengths are measured along centerline bar to the nearest inch.
 
  
'''(C1.12)'''
+
'''(B3.53) The first sentence is not required if B3.50 is not required.'''
:V = Bar dimensions vary in equal increments between dimensions shown on this line and the following line.
+
:<u>The contractor shall select one of the optional asphaltic concrete wearing surfaces listed in the table.</u>  The mixture shall be in accordance with Sec 403 and produced in accordance with Sec 404.
  
'''(C1.13)'''
+
'''(B3.54)'''
:No. ea. = Number of bars of each length.
+
:The area of the asphaltic concrete wearing surface will be measured and computed to the nearest square yard. This area will be measured transversely from out to out of wearing surface and longitudinally from end of slab to end of slab.
  
'''(C1.14)'''
+
'''(B3.56)'''
:Four angle or channel spacers are required for each column spiral.  Spacers are to be placed on inside of spirals.  Length and weight of column spirals do not include splices or spacers.
+
:Payment for Optional Asphaltic Concrete Wearing Surface will be considered completely covered by the contract unit price per square yard.
  
'''(C1.15)'''
+
'''(B3.60) <font color="purple">[MS Cell]</font color="purple"> Place following table and notes near the Estimated Quantities table on the design plans for optional ultrathin bonded asphalt wearing surfaces as specified on the Bridge Memorandum. The table is not required if there are no wearing surface options, instead show the wearing surface type in the details.'''
:Reinforcing steel (Grade 60) fy = 60,000 psi.
 
  
 +
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
|rowspan="2"|&nbsp;
 +
!colspan="2" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|Optional Ultrathin Bonded Asphalt Wearing Surface
 +
|width="175pt"|&nbsp;
 +
|-
 +
!width="225pt" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Type of Wearing Surface
 +
!style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|Mix Used<br/>(√)
 +
|-
 +
|
 +
|align="left" width="225pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Type A
 +
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black;"|Type B
 +
|style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|-
 +
|
 +
|align="left" width="225pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black;"|Type C
 +
|style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 +
|}
  
 +
:MoDOT construction personnel shall complete column labeled "Mix Used (√)".
 +
:The contractor shall select one of the optional ultrathin bonded asphalt wearing surfaces listed in the table.
  
'''EPOXY COATED REINFORCING STEEL'''
+
== C. Reinforcing Steel Notes ==
  
'''Note to Detailer:'''<br/>All reinforcement in the slab and above, and all reinforcement that extends into the slab, shall be epoxy coated; Also, any wing reinforcement that extends into the safety barrier curb shall be epoxy coated.
 
  
(Two additional reinforcing bars of each bar size that is required to be epoxy coated, should be included in the bar bill for test purposes. These additional bars should be added to one of the required bar marks and not as a special bar. Test bars should, preferably, be 10 feet or more in length.  If a bar 10 foot long cannot be found, use the bar with the largest available straight section.
+
=== C1. Bill of Reinforcing Steel ===
  
 +
Place the following notes below or near the "'''Bill of Reinforcing Steel'''" when appropriate.
  
'''(C1.15)'''
+
'''(C1.1) Same marks used for unlike bars on different units.'''
:Two additional [[#(1)b|(1)]] are included in bar bill for testing.
+
:Bars in the above units are to be billed and tagged separately.
  
<div id="(1)b"></div>
+
'''(C1.2) Incomplete bill (Or bill for different units placed on different sheets).'''
(1) Bar mark of bars for which additional bars have been included.
+
:See Sheet No. <u> &nbsp; &nbsp; </u> &nbsp; for bill of reinforcing steel for <u> &nbsp; &nbsp; &nbsp; &nbsp; </u>.
  
=== C2. Prestressed Girders & Prestressed Panels ===
 
  
Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" or under the heading "'''Reinforcing Steel'''" when appropiate.
+
'''BENDING BY CRSI STANDARDS'''
  
 +
'''(C1.3)'''
 +
:All standard hooks and bends other than 180 degree are to be bent with same procedure as for 90 degree standard hooks.
  
'''(C2.1)'''
+
'''(C1.4)'''
:All dimensions are out to out.
+
:Hooks and bends shall be in accordance with the procedures as shown on this sheet.
  
'''(C2.2)'''
+
'''(C1.5)'''
:Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.
+
:Nominal lengths are based on out to out dimensions shown in bending diagrams and are listed for fabricators use. (Nearest inch)
  
'''(C2.3)'''
+
'''(C1.6)'''
:Actual lengths are measured along centerline of bar to the nearest inch.
+
:Payweights are based on actual lengths.
  
 +
'''(C1.7)'''
 +
:Unless otherwise noted, diameter "D" is the same for all bends and hooks on a bar.
  
Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" for Prestressed Concrete I-Girders only.
+
'''(C1.8)'''
 +
:E = Epoxy coated reinforcement.
  
 +
'''(C1.9)'''
 +
:S = Stirrup.
  
'''(C2.4)'''
+
'''(C1.10)'''
:Minimum clearance to reinforcing shall be 1".
+
:X = Bar is included in substructure quantities.
  
'''(C2.5)'''
+
'''(C1.11)'''
:All reinforcement shall be Grade 60.
+
:Actual lengths are measured along centerline bar to the nearest inch.
  
'''(C2.6)'''
+
'''(C1.12)'''
:The two D1 bars may be furnished as one bar at the fabricator's option.
+
:V = Bar dimensions vary in equal increments between dimensions shown on this line and the following line.
  
 +
'''(C1.13)'''
 +
:No. ea. = Number of bars of each length.
  
Place the following notes below or near the table "'''Bill of Reinforcing Steel - Each Girder'''" for Double-Tee Prestressed Concrete Girders only.
+
'''(C1.14)'''
 +
:Four angle or channel spacers are required for each column spiral.  Spacers are to be placed on inside of spirals.  Length and weight of column spirals do not include splices or spacers.
 +
<div id="(C1.15)"></div>
  
 +
'''(C1.15)'''
 +
:Reinforcing steel (Grade 60) fy = 60,000 psi.
  
'''(C2.7)'''
 
:Minimum clearance to reinforcing shall be 1", except for 4 x 4 - W4 x W4 <u>and U2 bar</u>. [[#C2-notes|(*)]]
 
  
'''(C2.8)'''
 
:All S and U reinforcing bars shall be epoxy coated.
 
  
'''(C2.9)'''
+
'''EPOXY COATED REINFORCING STEEL'''
:All reinforcement shall be Grade 60.
 
  
 +
'''Note to Detailer:'''<br/>For epoxy coated reinforcement requirements, see [[751.5 Structural Detailing Guidelines#751.5.9.2.2 Epoxy Coated Reinforcement Requirements|EPG 751.5.9.2.2 Epoxy Coated Reinforcement Requirements]].
  
Place the following notes with the above appropriate notes for prestressed panels.
+
=== C2. Prestressed Girders, Beams & Panels ===
  
'''(C2.10)'''
+
'''C2a. Notes for Girders, Beams and Panels  '''
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.
 
  
'''(C2.11)'''
+
Place the C2a notes below or near the table "'''Bill of Reinforcing Steel - Each <u>Girder</u> <u>Beam</u>'''" or under the heading "'''Reinforcing Steel'''" when appropriate.  
:If U1 bars interfere with placement of slab steel, U1 loops may be bent over, as necessary, to clear slab steel.
 
  
'''(C2.12)'''
+
'''(C2a.1) Use underline portion when bending diagrams are detailed as such.'''
:Welded wire fabric or welded deformed bar mats providing a minimum area of reinforcing perpendicular to strands of 0.22 sq. in./ft., with spacing parallel to strands sufficient to ensure proper handling, may be used in lieu of the #3-P2 bars shown.  Wire or bar diameter shall not be larger than 0.375 inches.  The above alternative reinforcement criteria may be used in lieu of the #3-P3 bars, when required, and placed over a width not less than 2 feet.
+
:All dimensions are out to out. <u>Use symmetry for dimensions not shown.</u>
  
'''(C2.13)'''
+
'''(C2a.2) '''
:The reinforcing steel shall be tied securely to the 3/8"&oslash; strands with the following maximum spacing in each direction:
+
:Hooks and bends shall be in accordance with the CRSI Manual of Standard Practice for Detailing Reinforced Concrete Structures, Stirrup and Tie Dimensions.  
: #3-P2 bars at 16 inches.
 
: Welded wire fabric or welded deformed bar mats at 2'-0".
 
  
'''(C2.14)'''
+
'''(C2a.3) Add <u>bar</u> for NU-girders. Note is no longer used for P/C P/S panels. '''  
:Tie the #3-U1 bars to the #3-P2 bars, to the welded wire fabric or the welded deformed bar mats at about 3'-0" centers.
+
:Actual <u>bar</u> lengths are measured along centerline of bar to the nearest inch.
  
'''(C2.15)'''
+
'''C2b. Additional Notes for Prestressed Girders and Beams  '''
:The prestressed panel quantities are not included in the table of estimated quantities for the slab.
 
  
<div id="C2-notes"></div>
+
Place the C2b notes below the C2a notes.
(*) Add U2 bar for skewed structures only.
 
  
=== C3. Mechanical Bar Splices ===
+
'''(C2b.1) Use for all girders and beams except double-tee girders.  Underline part only required for WWR reinforced NU-girders, box beams and voided slab beams.  '''
 +
:Minimum clearance to reinforcing shall be 1" <u>unless otherwise shown</u>. 
  
Place the following note near mechanical bar splice detail.
+
'''(C2b.2) Use only for double-tee girders.  Add <u>and U2 bar</u> for skewed structures only.  '''
 +
:Minimum clearance to reinforcing shall be 1", except for 4 x 4 - W4 x W4 <u>and U2 bar</u>.
  
'''(C3.1) Use mechanical bar splices when clearances do not allow for lap splices.'''
+
'''(C2b.10) Add <u>bar</u> for NU-girders and Double T'''
:The contractor shall use a mechanical bar splice for <u> &nbsp; &nbsp; &nbsp; </u> &nbsp; bars at the specified location.  The total bar lengths for bars indicated in the bill of reinforcing steel are determined based on the end of the bars being located flush to the face of the construction jointNo additional payment will be made for any additional bar lengths required for the mechanical bar splices.  Mechanical bar splices shall be in accordance with Sec 706 <u>except that no measurement will be made for mechanical bar splice and will be considered completely covered by the contract unit price for the reinforcing steel</u>.
+
:All <u>bar</u> reinforcement shall be Grade 60.
  
'''(Underlined portion to be used when the number of mechanical bar splices are less than 50.)'''
+
'''(C2b.20) Use only for I-girders, bulb-tee girders and alternate bar reinforced NU-girders. '''
 +
:The two D1 bars may be furnished as one bar at the fabricator's option.
  
== D. Temporary Bridge Notes ==
+
'''(C2b.30) Use for all girders except WWR reinforced NU-girders and double-tee girders.  Add <u>and C1</u> for bulb-tee girders only. Most likely will need to add more bars if girder steps exist.  '''
  
 +
:All B1 <u>and C1</u> bars shall be epoxy coated. 
  
=== D1. General ===
+
'''(C2b.31) Use only for WWR reinforced NU-girders'''
 +
:WWR shall not be epoxy coated. 
  
Place the following notes on the front sheet.
+
'''(C2b.32) Use only for double-tee girders.  '''
 +
:All S and U reinforcing bars shall be epoxy coated.  
  
'''(D1.1)'''
+
'''(C2b.33) Use only for spread and adjacent beams.'''
:Timber:
+
:All S2 bars shall be epoxy coated.
:&nbsp; &nbsp; &nbsp; All timber shall be standard rough sawnAt the contractor's option, timber may be untreated or protected with commercially applied timber preservatives. All timber shall have a minimum strength of 1500 psi and shall be either douglas fir in accordance with paragraph 123B (MC-19), 124B (MC-19) and 130BB of the current edition of Standard Grading Rules for West Coast Lumber, southern pine in accordance with paragraphs 312 (MC-19), 342 (MC-19) and 405.1 of the current edition of Southern Pine Inspection Bureau Grading Rules, or a satisfactory grade of sound native oak.
+
   
 +
'''C2c. Additional Notes for Prestressed Panels '''
  
'''(D1.2)'''
+
Place the C2c notes below the C2a notes.
:Bolts:
 
:&nbsp; &nbsp; &nbsp; All bolts shall be high strength ASTM A325 except as noted.
 
  
'''(D1.3)'''
+
'''(C2c.1) '''
:Misc:
+
:Minimum clearance to reinforcing steel shall be 1 1/2", unless otherwise shown.  
:&nbsp; &nbsp; &nbsp; The superstructure <u>only</u> <u>& cap beam units</u> will be provided by the State and shall be transported from <u> &nbsp; &nbsp; &nbsp; &nbsp; </u> &nbsp;Maintenance Lot.  The superstructure shall be returned and stored at the same location as designated by the engineer after Bridge No. <u> &nbsp; &nbsp; &nbsp; &nbsp; </u> &nbsp;is open to traffic.
 
  
'''(D1.4)'''
+
'''(C2c.2) '''
:&nbsp; &nbsp; &nbsp; All structural steel shall be ASTM A709 Grade 50W except piles, sway bracing, thrie beam rail assembly and structural tubing.  Structural tubing coating shall be in accordance with Sec 718.
+
:If U1 bars interfere with placement of slab steel, U1 loops may be bent over, as necessary, to clear slab steel.  
  
'''(D1.11) Place with shim plate details on the bent sheet.'''
+
'''(C2c.3) '''
:Shim plates may be used between pile and channel at the end bents or angle at the intermediate bents. Shim plates may vary in thickness from 1/16" to thickness required.
+
:Deformed welded wire reinforcement (WWR) providing a minimum area of reinforcing perpendicular to strands of 0.22 sq in./ft, with spacing parallel to strands sufficient to ensure proper handling, may be used in lieu of the #3-P2 bars shown. Wire diameter shall not be larger than 0.375 inch. The above alternative reinforcement criteria may be used in lieu of the #3-P3 bars, when required, and placed over a width not less than 2 feet.
  
'''(D1.21) Place near half section of bridge flooring.'''
+
'''(C2c.4) '''
:Steel bridge flooring shall be Foster 5" RB/8.0 or American Bridge 5" Open I-Beam-Lok Type 8S open steel bridge flooringTrim bars shall be required at the sides and ends of each 39'-10 1/2" unit.
+
:The following reinforcing steel shall be tied securely to the strands with the following maximum spacing in each direction:
 +
:: #3-P2 bars at 16 inches
 +
::WWR at 24 inches.  
  
'''(D1.22)'''
+
'''(C2c.5) '''
:Note:  Field connections shall be 7/8"&oslash; high strength bolts with holes 1 1/16"&oslash; except as noted.
+
:The #3-U1 bars shall be tied securely to #3-P2 bars, to WWR or to strands (when placed between P1 bars) at about 3-foot centers.
  
'''(D1.23) Place near details of u-bolts lifting device.'''
+
'''(C2c.6) '''
:U-bolts lifting device shall be on the inside top flange at both ends of each exterior stringer of each unit.  U-bolts shall be removed during the time the bridge is open to traffic.  Position of the U-bolts may be shifted slightly to miss the bars in the flooring.
+
:Minimum reinforcement steel length shall be 2'-0".
  
== E. General Elevation and Plan Notes ==
+
== D. Temporary Bridge (Notes for Bridge Standard Drawings)==
  
  
=== E1. Excavation and Fill ===
+
=== D1. General ===
  
Remove Old Roadway Fill Under Structure (When specified on the Design Layout.)
+
Place the following notes on the front sheet.
  
'''(E1.1)'''
+
'''(D1.1) Place in General Notes on the front sheet under the heading “Timber:”. '''
:Old roadway fill under the ends of the bridge shall be removed to natural ground line or elevation <u> &nbsp; &nbsp; &nbsp; </u>Removal of old roadway fill will be considered completely covered by the contract unit price for roadway excavation.
+
:All timber shall be standard rough sawn.  At the contractor's option, timber may be untreated or protected with commercially applied timber preservativesAll timber shall have a minimum strength of 1500 psi and shall be either douglas fir in accordance with paragraph 123B (MC-19), 124B (MC-19) and 130BB of the current edition of Standard Grading Rules for West Coast Lumber, southern pine in accordance with paragraphs 312 (MC-19), 342 (MC-19) and 405.1 of the current edition of Southern Pine Inspection Bureau Grading Rules, or a satisfactory grade of sound native oak.
  
 +
'''(D1.2) Use for bolts and studs: '''
  
Removal of Roadway Fill at Side (When specified on the Design Layout.)
+
:(D1.2a) All bolts shall be ASTM F3125 Grade A325 Type <u>3,</u> except as noted.
  
'''(E1.2)'''
+
:(D1.2b) All ASTM A307 bolts and their accompanying hex nuts and washers and all ASTM A449 Type 1 studs and their accompanying heavy hex nuts shall be galvanized in accordance with AASHTO M 232 (ASTM A153), Class C.
:Old roadway fill on the <u>left</u> <u>right</u> shall be removed to the natural ground line for the length of the new bridge as roadway excavation.  Removal of old roadway fill will be considered completely covered by the contract unit price for roadway excavation.
 
  
 +
'''(D1.3) Place in General Notes on the front sheet under the heading “Miscellaneous:”. '''
 +
:The superstructure <u>only</u> <u>and cap beam units</u> will be provided by the State and shall be transported from <u> &nbsp; &nbsp; &nbsp; &nbsp; </u> &nbsp;Maintenance Lot.  The superstructure shall be returned and stored at the same location as designated by the engineer after Bridge No. <u> &nbsp; &nbsp; &nbsp; &nbsp; </u> &nbsp;is open to traffic.
  
Fill at Pile Cap End Bents (All pile cap end bents)
+
'''(D1.4) Place in General Notes on the front sheet under the heading “Structural Steel:”. '''
 +
:All structural steel shall be ASTM A709 Grade 50W except piles, sway bracing, thrie beam rail assembly and structural tubing.  Structural tubing coating shall be in accordance with Sec 718.
  
'''(E1.4) (*) Applies to Semi-Deep Abutment.'''
+
'''(D1.5) Place in General Notes on the front sheet under the heading “Substructure:”. '''
:Roadway fill shall be completed to the final roadway section and up to the elevation of the bottom of the concrete <u>approach</u>'''(*)''' beam within the limits of the structure and for not less than 25 feet in back of the fill face of the end bents before any piles are driven for any bents falling within the embankment section.
+
:All substructure items specified in Sec 718.3.1 except for the <u>pile point reinforcement and</u> sway bracing will be considered completely covered by the contract unit price for Structural Steel Piles (14 in.).  
  
=== E2. Foundation Data Table ===
+
'''(D1.11) Place with shim plate details on the bent sheet.'''
 +
:Shim plates may be used between pile and channel at the end bents or angle at the intermediate bents.  Shim plates may vary in thickness from 1/16 inch to thickness required.
  
 +
'''(D1.21) Place near half section of bridge flooring on the superstructure sheet.'''
 +
:Steel bridge flooring shall be Foster 5-Inch RB 8.2M open steel bridge flooring or equivalent. Trim bars shall be required at the sides and ends of each 39'-10 1/2" unit.
  
The following table is to be placed on the design plans and filled out as indicated.
+
'''(D1.22) '''
 +
:Note: Field connections shall be made with 7/8"ø ASTM F3125 Grade A325 Type 3 bolts and 1 1/16"ø holes, except as noted.
  
'''(E2.1) (Example: Use the underlined parts for bridges having detached wing walls at end bents only.)'''
+
'''(D1.23) Place near details of U-bolts lifting device on the superstructure sheet.'''
 +
:U-bolts lifting device shall be on the inside top flange at both ends of each exterior beam of each unit.  U-bolts shall be removed during the time the bridge is open to traffic.  Position of the U-bolts may be shifted slightly to miss the bars in the flooring.
  
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
+
== E. General Elevation and Plan Notes ==
 +
 
 +
 
 +
=== E1. Excavation and Fill ===
 +
 
 +
'''(E1.1) Use when specified on the Design Layout.'''
 +
:Existing roadway fill under the ends of the bridge shall be removed as shown. Removal of existing roadway fill will be considered completely covered by the contract unit price for roadway excavation.
 +
 
 +
'''(E1.4) Use for fill at pile cap end bents. Use <u>approach</u> for semi-deep abutments.'''
 +
:Roadway fill shall be completed to the final roadway section and up to the elevation of the bottom of the concrete <u>approach</u> beam within the limits of the structure and for not less than 25 feet in back of the fill face of the end bents before any piles are driven for any bents falling within the embankment section.
 +
 
 +
=== E2. Foundation Data Table ===
 +
 
 +
 
 +
The following table is to be placed on the design plans and filled out as indicated.
 +
 
 +
'''(E2.1) <font color="purple">[MS Cell] (E2.1)</font color="purple"> (Example: Use the underlined parts in the bent headings for bridges having detached wing walls at end bents only.) '''
 +
 
 +
<center>
 +
{|border="1" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|-
 +
!colspan="8" style="background:#BEBEBE"| Foundation Data<sup>1</sup>
 +
|-
 +
!rowspan="2" style="background:#BEBEBE"|Type!!rowspan="2" style="background:#BEBEBE" colspan="2"|Design Data!!colspan="5" style="background:#BEBEBE"| Bent Number
 +
|-
 +
!style="background:#BEBEBE"|1 <u>(Detached<br/>Wing Walls<br/>Only)</u> !!style="background:#BEBEBE"|1 <u>(Except<br/>Detached<br/>Wing Walls)</u> !!style="background:#BEBEBE"|2 !!style="background:#BEBEBE"| 3 !!style="background:#BEBEBE"|4
 +
|-
 +
|rowspan="11"|'''Load<br/>Bearing<br/>Pile'''|| colspan="2" align="left" width="300"|CECIP/OECIP/HP Pile Type and Size||CECIP 14"||CECIP 14"||CECIP 16"|| OECIP 24"||HP 12x53
 
|-
 
|-
|rowspan="17" | [[Image:751.50 circled 1.gif]] || colspan="8" style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:3px solid black"|<b>Foundation Data</b>
+
|colspan="2" align="left" width="300"|Number [[image:751.50 ea.jpg|34px|right]]||6||8||15||12||6
 
|-
 
|-
!valign="top" colspan="3" style="border-top:1px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Bent No.
+
|colspan="2" align="left" width="300"|Approximate Length Per Each [[image:751.50 ft.jpg|20px|right]]||50||50||60||40||53
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>1<br/>(Detached<br/>wing walls<br/>only)</u>
 
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|1<br/><u>(Except<br/>detached<br/>wing walls)</u>
 
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|2
 
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|3
 
!valign="top" style="border-top:1px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|4
 
 
|-
 
|-
|align="left" rowspan="10" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Driven Pile || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Type
+
|colspan="2" align="left" width="300"|Pile Point Reinforcement[[image:751.50 ea.jpg|34px|right]]||All||All|| - ||All||All
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Foundation</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Foundation</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Trestle</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Kind
+
|colspan="2" align="left" width="300"|Min. Galvanized Penetration (Elev.) [[image:751.50 ft.jpg|20px|right]]||303||295<sup>'''4'''</sup>||273||Full Length||300
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>14" CIP</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>14" CIP</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>16" CIP</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>HP12x53</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|<u>HP10x42</u>
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Number
+
|colspan="2" align="left" width="300"|Est. Max. Scour Depth 100<sup>'''2'''</sup> (Elev.) [[image:751.50 ft.jpg|20px|right]]|| - || - ||285 || - || -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>6</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>8</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>15</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>12</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|<u>6</u>
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Approximate Length
+
|colspan="2" align="left" width="300"|Minimum Tip Penetration (Elev.) [[image:751.50 ft.jpg|20px|right]]||285||303||270|| - || -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|foot
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>40</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>40</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>25</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>67</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|<u>53</u>
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Pile Driving Verification Method
+
|colspan="2" align="left" width="300"|Criteria for Min. Tip Penetration ||Min. Embed.||Min. Embed.|| Scour || - || -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Dynamic Pile Testing</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Dynamic Pile Testing</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Modified Gates Formula</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Modified Gates Formula</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|<u>Modified Gates Formula</u>
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|<u>Design Bearing</u> or <u>Minimum Nominal Axial Compressive Resistance</u>
+
|colspan="2" align="left" width="300"|Pile Driving Verification Method || DT ||DT ||DT||DT||DF
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|kip
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Minimum Tip Penetration
+
|colspan="2" align="left" width="300"|Resistance Factor||0.65|| 0.65|| 0.65|| 0.65|| 0.4
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Criteria for Minimum Tip Penetration
+
|colspan="2" align="left" width="300"|<u>Design Bearing</u><sup>'''3'''</sup> <u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u> [[image:751.50 kip.jpg|27px|right]]||175||200||300||600||250
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Pile Standard
+
|rowspan="2"|'''Spread<br/>Footing||colspan="2" align="left"|Foundation Material || - || - ||Weak Rock||Rock|| -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Hammer Energy Required
+
|colspan="2" align="left"|<u>Design Bearing</u> <u>Minimum Nominal</u><br/><u>Bearing Resistance</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||10.2||22.6|| -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|ft-lbs
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" rowspan="2" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Spread Footing || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Foundation Material
+
|rowspan="8"|'''Rock<br/>Socket'''||colspan="2" align="left"|Number [[image:751.50 ea.jpg|34px|right]]|| - || - || 2 ||3|| -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Shale</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Rock</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|<u>Design Bearing</u> or <u>Minimum Nominal Bearing Resistance</u>
+
|rowspan="3" width="35"|[[image:751.50 Layer 1.jpg|center|24px]]||align="left" width="265"|Foundation Material|| - || - || Rock||Rock|| -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|ksf
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>10.2</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>22.6</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" rowspan="3" width="150pt" style="border-top:1px solid black; border-bottom:3px solid black; border-left:3px solid black;"|Rock Socket || align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Foundation Material
+
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||410-403||410-398|| -  
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Shale</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>Rock</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black;"|Number
+
| align="left"|<u>Design Side Friction</u><br/><u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u><br/><u>(Side Resistance)</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||20.0||20.0|| -
|align="right" style="border-top:1px solid black; border-bottom:1px solid gray; border-right:1px solid black"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>2</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black" width="75pt"|<u>2</u>
 
|style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
 
 
|-
 
|-
|align="left" width="150pt" style="border-top:1px solid black; border-bottom:3px solid black; border-left:3px solid black;"|<u>Design Side Friction</u> or <u>Minimum Nominal Axial Compressive Resistance (Side Resistance)</u>
+
|rowspan="3"|[[image:751.50 Layer 2.jpg|center|21px]]|| align="left" |Foundation Material|| - || - ||Weak Rock|| - || -
|align="right" style="border-top:1px solid black; border-bottom:3px solid black; border-right:1px solid black"|ksf
+
|-
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
+
| align="left"|Elevation Range [[image:751.50 ft.jpg|20px|right]]|| - || - ||403-385|| - || -  
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|&nbsp;
+
|-
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|5.6
+
| align="left"|<u>Design Side Friction</u><br/><u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u><br/><u>(Side Resistance)</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||9.0|| - || -
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black" width="75pt"|8.0
+
|-
|style="border-top:1px solid black; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black" width="75pt"|&nbsp;
+
|colspan="2" align="left"|<u>Design End Bearing</u><br/><u>Minimum Nominal Axial</u><br/><u>Compressive Resistance</u><br/><u>(Tip Resistance)</u> [[image:751.50 ksf.jpg|30px|right]]|| - || - ||12||216|| -
|}
+
|-
 
+
|colspan="8" align="left"|'''1'''  Show only required CECIP/OECIP/HP pile data for specific project.
:(On the plans, report the following equation(s) just below the foundation data table for the specific foundation(s) used.)
+
|-
 
+
|colspan="8" align="left"|'''2''' Show maximum of total scour depths estimated for multiple return periods in years from Preliminary design which should be given on the Design Layout. Show the controlling return period (e.g. 100, 200, 500). If return periods are different for different bents, add a new line.
'''Notes:'''
+
|-
 
+
|colspan="8" align="left"|'''3''' For LFD: For bridges in Seismic Performance Categories B, C and D, the design bearing values for load bearing piles given in the table should be the larger of the following two values: <br/> &nbsp; 1. Design bearing value for AASHTO group loads I thru VI. <br/> &nbsp; 2. Design bearing for seismic loads / 2.0
Rock Socket (Drilled Shafts):
+
|-
 +
|colspan="8" align="left"|'''4''' It is possible that min. tip penetration (elev.) can be higher than min. galvanized penetration (elev.).
 +
|}
  
:Minimum Nominal Axial Compressive Resistance (Side Resistance) = Maximum Factored Loads/Resistance Factor
+
{|border="2" style="text-align:center;" cellpadding="5" cellspacing="0"
 
+
|-
Spread Footings:
+
| align="left"|'''Additional notes:'''<br/> On the plans, report the following definition(s) just below the foundation data table for the specific method(s) used:<br/>
 
+
DT = Dynamic Testing<br/>
:Minimum Nominal Bearing Resistance = Maximum Factored Loads/Resistance Factor
+
DF = FHWA-modified Gates Dynamic Pile Formula<br/>
 
+
WEAP = Wave Equation Analysis of Piles<br/>
Driven Pile:
+
SLT = Static Load Test<br/><br/>On the plans, report the following definition(s) just below the foundation data table for CIP Pile:<br/>CECIP = Closed Ended Cast-In-Place concrete pile<br/>OECIP = Open Ended Cast-In-Place concrete pile<br/><br/>On the plans, report the following equation(s) just below the foundation data table for the specific foundation(s) used:<br/>'''Rock Socket (Drilled Shafts):'''<br/>Minimum Nominal Axial Compressive Resistance (Side Resistance + Tip Resistance) = Maximum Factored Loads/Resistance Factors<br/>'''Spread Footings:'''<br/>Minimum Nominal Bearing Resistance = Maximum Factored Loads/Resistance Factor <br/>'''Load Bearing Pile:'''<br/>Minimum Nominal Axial Compressive Resistance = Maximum Factored Loads/Resistance Factor
 +
|}
  
:Minimum Nominal Axial Compressive Resistance = Maximum Factored Loads/Resistance Factor
 
  
 +
</center>
  
 
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="700px" align="center"  
 
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="700px" align="center"  
Line 1,128: Line 1,260:
 
|colspan="3" align="left"|<b>Guidance for Using the Foundation Data Table:</b>
 
|colspan="3" align="left"|<b>Guidance for Using the Foundation Data Table:</b>
 
|-
 
|-
|rowspan="18"| || rowspan="3"|Pile Driving Verification Method ||width="350px"|Modified Gates Formula
+
|rowspan="18"| || rowspan="4"|Pile Driving Verification Method ||width="350px"|DF = FHWA-Modified Gates Dynamic Pile Formula  
 +
|-
 +
|DT = Dynamic Testing
 
|-
 
|-
|Dynamic Pile Testing
+
|WEAP = Wave Equation Analysis of Piles
 
|-
 
|-
|Other Method
+
|SLT = Static Load Test
 
|-
 
|-
 
|colspan="7"  style="background:#BEBEBE"|
 
|colspan="7"  style="background:#BEBEBE"|
Line 1,152: Line 1,286:
 
|colspan="7"  style="background:#BEBEBE"|
 
|colspan="7"  style="background:#BEBEBE"|
 
|-
 
|-
|Hammer Energy Required ||See [http://modot.mo.gov/business/standards_and_specs/Sec0702.pdf Sec 702.]
+
|colspan="7"|'''Elevation reporting accuracy: Report to nearest foot for min. tip penetration, pile cleanout penetration, max. galvanized depth and est. max. scour depth(Any more accuracy is acceptable but not warranted.)'''
|-
 
|colspan="7" style="background:#BEBEBE"|
 
 
|-
 
|-
 
|colspan="3"|'''For LFD Design'''
 
|colspan="3"|'''For LFD Design'''
 
|-
 
|-
|colspan="3"|Use "Design Bearing" for driven pile and spread footing and use "Design Side Friction" for rock socket (drilled shaft).
+
|colspan="3"|Use "Design Bearing" for load bearing pile and spread footing and use "Design Side Friction + Design End Bearing" for rock socket (drilled shaft).
 
|-
 
|-
 
|colspan="3"|'''For LRFD Design'''
 
|colspan="3"|'''For LRFD Design'''
 
|-
 
|-
|colspan="3"|Use "Minimum Nominal Axial Compressive Resistance" for driven pile, "Minimum Nominal Bearing Resistance" for spread footing and "Minimum Nominal Axial Compressive Resistance (Side Resistance)" for rock socket (drilled shaft).
+
|colspan="3"|Use "Minimum Nominal Axial Compressive Resistance" for load bearing pile, "Minimum Nominal Bearing Resistance" for spread footing and "Minimum Nominal Axial Compressive Resistance (Side Resistance + Tip Resistance)" for rock socket (drilled shaft).
|-
 
|colspan="4"  style="background:#BEBEBE"|
 
|-
 
|colspan="3"|'''The following is for LFD:'''
 
|-
 
|valign="top"|[[Image:751.50 circled 1.gif]]||colspan="2"|For bridges in Seismic Performance Categories B, C and D, the design bearing values for load bearing piles given in the table should be the larger of the following two values:
 
|-
 
| ||colspan="2"|1. Design bearing value for AASHTO group loads I thru VI.
 
|-
 
| ||colspan="2"|2. Design bearing for seismic loads / 2.0
 
 
|}
 
|}
  
'''Shallow Footings (When specified on the Design Layout.)'''
+
'''Shallow Footings '''
  
'''(E2.10)'''
+
'''(E2.10) (Use when shallow footings are specified on the Design Layout.)'''
  
 
:In no case shall footings of Bents No. <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u> be placed higher than elevations shown <u> &nbsp;  &nbsp;  &nbsp;  </u> and  <u> &nbsp;  &nbsp;  &nbsp;  </u>, respectively.
 
:In no case shall footings of Bents No. <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u> be placed higher than elevations shown <u> &nbsp;  &nbsp;  &nbsp;  </u> and  <u> &nbsp;  &nbsp;  &nbsp;  </u>, respectively.
Line 1,184: Line 1,306:
  
 
'''(E2.20) (Use when prebore is required and the natural ground line is not erratic.)'''
 
'''(E2.20) (Use when prebore is required and the natural ground line is not erratic.)'''
:Prebore for piles at Bent(s) <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u> to elevation(s) <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u>, respectively.
+
:Prebore for piles at Bent(s) No.<u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u> to elevation(s) <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u>, respectively.
  
 
'''(E2.21) (Use when prebore is required and the natural ground line is erratic.)'''
 
'''(E2.21) (Use when prebore is required and the natural ground line is erratic.)'''
 
:Prebore to natural ground line.
 
:Prebore to natural ground line.
 +
<div id="(E2.22) (Use the following note"></div>
  
'''(E2.22) (Use the following note when pile point reinforcement is required)'''
+
'''(E2.22) (Use when estimated maximum scour depth (elevation) for CIP piles is required.)   '''
:Manufactured pile point reinforcement shall be used on all piles in this structure at Bents <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u>.
+
:Estimated Maximum Scour Depth (Elevation) shown is for verifying <u>Minimum Nominal Axial Compressive Resistance</u> <u>Design Bearing</u> using dynamic testing only where pile resistance contribution above this elevation shall not be considered.
  
'''(E2.23) (Use when static test piles are required.) This number of piles in table should not include test piles. If test piles are specified, place an * beside the number of piles at the bents indicated.'''
+
'''(E2.23) (Use when static test piles are required.) The number of piles in table should not include probe piles. If probe piles are specified, place an * beside the number of piles at the bents indicated.'''
:&nbsp;*One concrete test piles shall be driven in permanent position, one for each bents, at Bents No. <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u>.
+
:&nbsp;*One concrete probe pile shall be driven in permanent position, one for each bent, at Bents No. <u> &nbsp;  &nbsp;  &nbsp;  </u> and <u> &nbsp;  &nbsp;  &nbsp;  </u>.
 
   
 
   
'''(E2.24) (Use when CIP piles are used in Seismic Performance Categories B, C, or D.)'''
+
'''(E2.24) '''
:Fluted type cast-in-place pile shall not be permitted.
+
:All piles shall be galvanized down to the minimum galvanized penetration (elevation).
 +
 
 +
'''(E2.25) (Use for all HP pile and when pile point reinforcement is required for CIP pile.)'''
 +
:Pile point reinforcement need not be galvanized. Shop drawings will not be  required for pile point reinforcement.
 +
<div id="(E2.26)"></div>
 +
'''(E2.26) (Use for LFD piling design when Design Bearing is determined from service loads and shown on the plans. See guidance on <font color="purple">[MS Cell] (E2.1)</font color="purple"> for specific pile driving verification method. Example: Considered only for widenings, repairs and rehabilitations.) '''
 +
 
 +
:All  piling shall be driven to a minimum nominal axial compressive resistance equal to <u>3.5</u> <u>2.75</u> <u>2.25</u> <u>2.00</u> times the Design Bearing as shown on the plans.
 +
<div id="(E2.27)"></div>
 +
'''(E2.27) Use for galvanized piles.'''
 +
 
 +
:The contractor shall make every effort to achieve the minimum galvanized penetration (elevation) shown on the plans for all piles.  Deviations in penetration less than 5 feet of the minimum will be considered acceptable provided the contractor makes the necessary corrections to ensure the minimum penetration is achieved on subsequent piles.
  
 +
<div id="Drilled Shafts"></div> 
 
'''Drilled Shafts'''
 
'''Drilled Shafts'''
 +
 +
'''(E2.29) Include underlined portion when a minimum thickness is required and shown on the plans as minimum.'''
 +
:Thickness of permanent steel casing shall be <u>as shown on the plans and</u> in accordance with Sec 701.
  
 
'''(E2.30) Note may not be required with drilled shafts for high mast tower lighting.'''
 
'''(E2.30) Note may not be required with drilled shafts for high mast tower lighting.'''
:An additional 4 feet has been added to V-bar lengths and an additional __ P-bars has been added for possible change in drilled shaft or rock socket depth. The excess V-bar length shall be cut off or included in the reinforcement lap if not required. The P-bars shall be spaced similarly to that shown in elevation where required or a lesser spacing if not required but not less than 5" cts.
+
:An additional 4 feet has been added to V-bar lengths and additional __-#_-P___ bars have been added in the quantities, if required, for possible change in drilled shaft or rock socket length. The additional V-bar length shall be cut off or included in the reinforcement lap if not required. The additional P bars shall be spaced similarly to that shown in elevation, if required, or to a lesser spacing if not required, but not less than 6-inch centers.
 +
 
 +
'''(E2.31) Note not required with drilled shafts for high mast tower lighting. '''
  
'''(E2.31) Note not required with drilled shafts for high mast tower lighting.'''
 
 
:Sonic logging testing shall be performed on all drilled shafts and rock sockets.
 
:Sonic logging testing shall be performed on all drilled shafts and rock sockets.
  
Line 1,222: Line 1,361:
 
:<u>All bents are parallel.</u>
 
:<u>All bents are parallel.</u>
  
 
+
<div id="Boring Data"></div>
 
'''Boring Data'''
 
'''Boring Data'''
  
'''(E3.2) (Place on Front Sheet when borings are provided)'''
+
'''(E3.2) <font color="purple">[MS Cell]</font color="purple"> (Place on Front Sheet of the plans when boring data is  provided for bridges, retaining walls, MSE walls and any other structure.)'''
:[[Image:751.50 boring location mark.gif]] Indicates location of borings.<br/>'''Notice and Disclaimer Regarding Boring Log Data'''<br/>The locations of all subsurface borings for this structure are shown on the bridge plan sheet(s) for this structure.  Boring data for the numbered locations is shown on Sheet(s) No. <u> &nbsp; </u>.  The boring data for all locations indicated, as well as any other boring logs or other factual records of subsurface data and investigations performed by the department for the design of the project, will be provided in the bridge electronic deliverable file or will be available from the Project Contact upon written request.  No greater significance or weight should be given to the boring data depicted on the plan sheets than is subsurface data available from the district or elsewhere.<br/>&nbsp;<br/>The Commission does not represent or warrant that any such boring data accurately depicts the conditions to be encountered in constructing this project.  A contractor assumes all risks it may encounter in basing its bid prices, time or schedule of performance on the boring data depicted here or those available from the district, or on any other documentation not expressly warranted, which the contractor may obtain from the Commission.
+
:[[Image:751.50 E3.2 boring.jpg|12px]] Indicates location of borings.<br/>'''Notice and Disclaimer Regarding Boring Log Data'''<br/>The locations of all subsurface borings for this structure are shown on the plan sheet(s) for this structure.  The boring data for all locations indicated, as well as any other boring logs or other factual records of subsurface data and investigations performed by the department for the design of the project, are shown on Sheet(s) No.___ and may be included in the Electronic Bridge Deliverables. They will also be available from the Project Contact upon written request.  No greater significance or weight should be given to the boring data depicted on the plan sheets than is given to the subsurface data available from the district or elsewhere.<br/>&nbsp;<br/>The Commission does not represent or warrant that any such boring data accurately depicts the conditions to be encountered in constructing this project.  A contractor assumes all risks it may encounter in basing its bid prices, time or schedule of performance on the boring data depicted here or those available from the district, or on any other documentation not expressly warranted, which the contractor may obtain from the Commission.
 
 
'''(E3.3) (Place on all Retaining Wall Plans)'''
 
:The boring logs or other factual records of subsurface data and investigations performed by the department for the design of this project will be provided in the bridge electronic deliverable file or will be available from the Project Contact upon written request.
 
  
 
'''(E3.4) (Place on the Boring Data Sheet)'''
 
'''(E3.4) (Place on the Boring Data Sheet)'''
:For location of borings see Sheet No. <u> &nbsp; </u>.
+
:For location of borings see Sheet(s) No. <u> &nbsp; </u>.
 
+
<div id="Final clearance - Bridges over Railroads"></div>
 
+
'''Final clearance - Bridges over Railroads'''
'''Final clearance - Bridges over railroads'''
 
 
 
'''(E3.5)  Place an (<math>\, *</math>) in the vertical clearance dimension and the following note on the front sheet of bridge plans.'''
 
:(<math>\, *</math>) Final vertical clearance from top of rails to bottom of superstructure shall be at least <math>\, **</math>.  Track elevations should be verified in the field prior to construction to determine if the final vertical clearance shown will be obtained.
 
  
:<math>\, **</math> Clearance specified on the Design Layout (23'-0" min.).
+
'''(E3.5) In the general elevation detail, the vertical clearance dimension callout shall be the following asterisked note placed near the detail. '''
  
 +
:  <math>\, *</math> Final vertical clearance from top of rails to bottom of superstructure shall be <u> &nbsp; (1) &nbsp;</u> minimum. Track elevations should be verified in the field prior to construction to determine if the final vertical clearance shown will be obtained.
 +
::(1) Required clearance specified on the Bridge Memorandum.
  
 
'''Seal Course (Use the following notes when Seal Course is specified on the Design Layout.)'''
 
'''Seal Course (Use the following notes when Seal Course is specified on the Design Layout.)'''
Line 1,249: Line 1,383:
  
 
'''(E3.7)'''
 
'''(E3.7)'''
:If the seal course is omitted, by the approval of the engineer, then the bottom of footing shall be placed at elevation <u>[[#E5 notes|(1)]]</u>. <u>[[#E5 notes|(2)]] Payment will be made for materials required to lengthen columns and footings. Footing length at elevation [[#E5 notes|(1)]] shall be [[#E5 notes|(3)]].</u>
+
:If the seal course is omitted, by the approval of the engineer, bottom of footing shall be placed at the elevation shown on the plans.
 +
 
 +
<div id="Bar placement in slabs"></div>
 +
'''Bar placement in slabs''' (Notes E3.8 – E3.9)
  
<div id="E5 notes"></div>
+
'''Guidance Notes for Detailing:''' Indicate only the top longitudinal slab bars affected for tying the R4 barrier bar. It may be that only one bar needs to be indicated for shifting.  
(1) Elevation as shown on the Design Layout.
 
  
(2) Do not use payment sentence when footing elevation remains the same.
+
'''(E3.8) Use note with detail drawing indicating which bars are to be shifted.'''
 +
:Contractor may shift or swap bars as needed to tie R4 bar in barrier (4” min. bar spacing).
  
(3) Increase footing length when required by design.
+
'''(E3.9) Use note with detail drawing to indicate top edge longitudinal slab bar only.'''
 +
:Contractor may shift bar as needed to tie R3 bar in barrier.
  
 
== F. Blank ==
 
== F. Blank ==
Line 1,266: Line 1,404:
 
=== G1. Concrete Bents ===
 
=== G1. Concrete Bents ===
  
'''Expansion Device at End Bents'''
+
'''Expansion Device at End Bents (G1.1 and G1.1.1)'''
  
 
'''(G1.1)'''
 
'''(G1.1)'''
Line 1,281: Line 1,419:
  
  
'''Stub Bents'''
+
'''Stub Bents (G1.3 and G1.4) '''
  
 
'''(G1.3)'''
 
'''(G1.3)'''
:<u>Safety barrier curbs</u>, <u>parapets</u> <u>and</u> <u>end post</u> shall not be poured until the slab has been poured in the adjacent span.
+
:<u>Barrier</u>, <u>parapets</u> <u>and</u> <u>end post</u> shall not be poured until the slab has been poured in the adjacent span.
  
  
'''Stub Bents Embedded in Rock or on Footings'''
+
'''(G1.4) Use when embedded in rock or on a footing.'''
 
 
'''(G1.4)'''
 
 
:Rock shall be excavated to provide at least 6" of earth under the <u>beam and wings.</u>
 
:Rock shall be excavated to provide at least 6" of earth under the <u>beam and wings.</u>
  
  
'''End Bents with Turned-Back Wings'''
+
'''End Bents with Turned-Back Wings (G1.5 and G1.6)'''
  
'''(G1.5) (Use for Non-Integral End Bents only.)'''
+
'''(G1.5) Use for Non-Integral End Bents only.'''
 
:Field bending shall be required when necessary at the wings for #<u> &nbsp; </u>-H<u> &nbsp; </u>&nbsp;bars in the backwalls for skewed structures and for #<u> &nbsp; </u>-F<u> &nbsp; </u>&nbsp;bars in the wings for the slope of the wing.
 
:Field bending shall be required when necessary at the wings for #<u> &nbsp; </u>-H<u> &nbsp; </u>&nbsp;bars in the backwalls for skewed structures and for #<u> &nbsp; </u>-F<u> &nbsp; </u>&nbsp;bars in the wings for the slope of the wing.
  
'''(G1.6)'''
+
'''(G1.6) Add to sheet showing the typical section thru wing detail.'''
:For reinforcement of the safety barrier curb, see Sheet No. <u> &nbsp; &nbsp; </u>.
+
:For reinforcement of the barrier, see Sheet No. <u> &nbsp; &nbsp; </u> (1).
  
 +
::(1) Use sheet number of the details of the barrier at end bents.
  
'''Integral End Bents'''
 
  
'''(G1.7)'''
+
'''Integral End Bents (G1.7 thru G1.10)'''
:Bend F<u> &nbsp; </u>&nbsp;bars in field to clear girders.
 
  
'''(G1.7.1)'''
+
'''(G1.7) Place with part plan of end bent, second F bar required for skewed bents. '''
:All vertical reinforcing bars in the substructure beams or caps shall be field adjusted to clear piles by at least 1 1/2".
+
:The #6-F___ <u>and #6-F &nbsp; </u>  bars shall be bent in the field to clear <u>beams</u> <u>girders</u>.
 +
<div id="(G1.7.1) Use for skewed bents."></div>
  
'''(G1.8)'''
+
'''(G1.7.1) Use for skewed bents. Place with plan of beam showing reinforcement and part plan of end bent, V bars not required with part plan of end bent. '''
 +
:The U bars <u>and pairs of V bars</u> shall be placed parallel to centerline of roadway.
 +
 
 +
'''(G1.8) Place with part plan of end bent.'''
 
:All concrete in the end bent above top of beam and below top of slab shall be Class B-2.
 
:All concrete in the end bent above top of beam and below top of slab shall be Class B-2.
  
'''(G1.8.1) Use for structures having detached wing walls at end bents and there is no Reinforcing Steel (Epoxy Coated) listed in the Estimated Quantities.'''
+
'''P/S Structures (G1.9 and G1.9.1). place with part plan of end bent.'''
:The top two epoxy bars in the detached wing walls shall be included with the Superstructure Quantities for Slab on <u>Steel</u> <u>Concrete I-Girder</u> <u>Concrete Bulb-Tee Girder</u>.
 
  
'''(G1.9)'''
+
'''(G1.9) '''
:Strands at end of the girder shall be field bent or, if necessary, cut in field to maintain 1 1/2" minimum clearance to fill face of end bent.
+
:Strands at end of the <u>girders</u> <u>beams</u> shall be field bent or, if necessary, cut in field to maintain 1 1/2-inch minimum clearance to fill face of end bent.
  
 +
'''(G1.9.1) Use appropriate girder sheet number. Use underlined part for Bulb-Tee girders and NU-girders.'''
 +
:For location of coil tie rods<u>, #6-H_ (thru gdr. web)</u> and #5-H__(strand tie bar), see Sheet No.___.
  
'''Integral End Bents (Steel structure without steel diaphragms at end bents)'''
+
'''(G1.10) Use for steel structures without steel diaphragms at end bents.'''
 
 
'''(G1.10)'''
 
 
:Concrete diaphragms at the integral end bents shall be poured a minimum of 12 hours before the slab is poured.
 
:Concrete diaphragms at the integral end bents shall be poured a minimum of 12 hours before the slab is poured.
  
  
'''Ground Line Within Semi-Deep Abutments'''
+
'''Semi-Deep Abutments (G1.11 thru G1.13) Place near the ground line and piling  in abutment detail. This detail and notes can be placed with abutment details or near the foundation table.'''
 
+
 
'''(G1.11)'''
 
'''(G1.11)'''
:In no case shall the earth within Abutments No. <u>&nbsp;&nbsp;</u> and <u>&nbsp;&nbsp;</u> be above the ground line below. Forms supporting the abutment slab may be left in place.
+
:Earth within abutment shall not be above the ground line shown . Forms supporting the abutment slab may be left in place.  
  
 
'''Pile Variation for Semi-Deep Abutments'''
 
  
 
'''(G1.12)'''
 
'''(G1.12)'''
:The maximum variation of the head of the pile and the battered face of the pile from the position shown on the plans shall be not more than 2 inches for piles under Abutments No. <u>&nbsp;&nbsp;</u> and <u>&nbsp;&nbsp;</u>.
+
:The maximum variation of the head of the pile and the battered face of the pile from the position shown shall be no  more than 2 inches.
  
 
'''Protective Coating for Steel Shells and Structural Steel Piles for Semi-Deep Abutments'''
 
  
 
'''(G1.13)'''
 
'''(G1.13)'''
 
:Exposed <u>steel piles</u> <u>steel pile shells</u> within the abutment shall be coated with a heavy coating of an approved bituminous paint.
 
:Exposed <u>steel piles</u> <u>steel pile shells</u> within the abutment shall be coated with a heavy coating of an approved bituminous paint.
  
 +
<div id="All Substructure Sheets with Anchor Bolts"></div>
 +
 +
'''All Substructure Sheets with Anchor Bolts'''
  
'''All Substructure Sheets with Bearing Anchor Bolts'''
+
'''(G1.15A)'''
 +
:Reinforcing steel shall be shifted to clear anchor bolt wells by at least 1/2".
  
'''(G1.15)'''
+
'''(G1.15B) Use unless only anchor bolt wells are preferred, i.e. uplift, congested reinforcement, etc. '''
:All reinforcing bars in the tops of substructure beams or caps shall be spaced to clear anchor bolt wells for bearings by at least 1/2".
 
  
 +
:Holes for anchor bolts may be drilled into the substructure.
  
'''All Substructure Sheets with Girder Chairs'''
 
  
 +
'''Beam/Girder Chairs (G1.16 thru G1.19). Notes G1.16 and G1.17 shall be placed near chair details. '''
 +
<div id="(G1.16)"></div>
 
'''(G1.16)'''
 
'''(G1.16)'''
:Cost of furnishing, fabricating and installing girder chairs will be considered completely covered by the contract unit price for Fabricated Structural <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> Steel.
+
:Cost of furnishing, fabricating and installing chairs will be considered completely covered by the contract unit price for <u>(a)</u>.
 +
<center>
 +
{| style="margin: 1em auto 1em auto"
 +
|-
 +
|
 +
{| border="1" cellpadding="3"  cellspacing="1" style:"text-align:left"
 +
|+
 +
! style="background:#BEBEBE" |Condition!! style="background:#BEBEBE" |(a)
 +
|-
 +
|align="left" width="230"|Structures without steel beam or girder pay item  ||align="left" width="230"|Fabricated Structural Carbon Steel (Misc.)
 +
|-
 +
|align="left"|Structures with steel beam or girder pay item|| align="left"|Use beam or girder pay item
 +
|}
 +
||
 +
{| border="1" cellpadding="3"  cellspacing="1" style:"text-align:left"
 +
|-
 +
|width="250" align="left"|When there is no steel beam or girder pay item, the miscellaneous steel for the chair is a substructure pay item and should also be included in the bent substructure quantity box
 +
|}
 +
|}
 +
 
 +
</center>
 +
'''(G1.17) Use for P/S structures and for steel structures when the chair material is not the pay item material. '''
 +
:Steel for chairs shall be ASTM A709 Grade 36.
 +
 
 +
'''(G1.18) Use for structures with steel beam or girder pay items. Place below the substructure quantity box of all bents with chairs using the same pay item for (a) as used in Note G1.16. '''
  
'''(G1.40) Use the following note at all fixed intermediate bents on prestressed girder bridges with steps of 2" or more.'''
+
:The weight of <u> &nbsp;</u> pounds of chairs is included in the weight of (a).  
:For steps 2" or more, use 2 1/4" x 1/2" joint filler up vertical face.
 
  
'''(G1.41)  Use the following note when vertical column steel is hooked into the bent beam.'''
+
'''(G1.19) Place with the other bent notes. Second sentence is required when the chair details are located with other bent details. '''
:At the contractor's option, the hooks of V-Bars embedded in the beam cap may be oriented inward or outward for Seismic Category A. Bending the hook outward, away from the column core, is not allowed for Seismic Category B, C, or D.
+
 
 +
Reinforcing steel shall be shifted to clear chairs. <u>For details of chairs, see Sheet No. &nbsp;  </u>.
 +
 
 +
'''Pile Cap Bents. '''
 +
 
 +
'''(G1.20) Place with plan showing reinforcement.'''
 +
:Reinforcing steel shall be shifted to clear piles. U bars shall clear piles by at least 1 1/2 inches. 
 +
 
 +
'''Vertical Drains at End Bents.'''
 +
 
 +
'''(G1.25) Place with part plan of end bent. '''
 +
:For details of vertical drain at end bent, see Sheet No.___.
 +
 
 +
'''Bridge Approach Slab. '''
 +
 
 +
'''(G1.30) Place with part plan of end bent.'''
 +
:For details of bridge approach slab, see Sheet No.___.
 +
 
 +
 
 +
'''Miscellaneous (G1.41 thru G1.43) '''
 +
 
 +
'''(G1.40Use the following note at all fixed intermediate bents on prestressed girder bridges with steps of 2" or more. Place with plan of beam.'''
 +
:For steps 2 inches or more, use 2 1/4 x 1/2 inch joint filler up vertical face.
 +
 
 +
'''(G1.41a) Use the following note when vertical column steel is hooked into the bent beam for seismic category A.'''  
 +
:At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.
 +
 
 +
'''(G1.41b) Use the following note when vertical column steel is hooked into the bent beam for seismic category B, C or D. '''
 +
:The hooks of vertical bars embedded in the beam cap shall not be turned outward, away from the column core.
  
 
'''(G1.42)  Place the following note on plans when using Optional Section for Column-Web beam joints.'''
 
'''(G1.42)  Place the following note on plans when using Optional Section for Column-Web beam joints.'''
:At the contractor's option, the details shown in optional Section <u>&nbsp;</u>-<u>&nbsp;</u> may be used for column-web beam or tie beam at intermediate Bent No. <u>&nbsp;&nbsp;</u>.  No additional payment will be made for this substitution.
+
:At the contractor's option, the details shown in optional Section __-__ may be used for column-web beam or tie beam at intermediate Bent No. <u>&nbsp;&nbsp;</u>.  No additional payment will be made for this substitution.
  
 
'''(G1.43)  Place the following note on plans when you have adjoining twin bridges.'''
 
'''(G1.43)  Place the following note on plans when you have adjoining twin bridges.'''
 
:Preformed compression joint seal shall be in accordance with Sec 717. Payment will be considered completely covered by the contract unit price for other items included in the contract.
 
:Preformed compression joint seal shall be in accordance with Sec 717. Payment will be considered completely covered by the contract unit price for other items included in the contract.
 +
 +
'''G1.44 Use with column closed circular stirrup/tie bar detail.'''
 +
 +
:Minimum lap ____ (Stagger adjacent bar splices)
  
 
=== G2. Deadman Anchors ===
 
=== G2. Deadman Anchors ===
Line 1,410: Line 1,604:
 
:Note: Reinforcing steel lengths are based on nominal lengths, out to out.
 
:Note: Reinforcing steel lengths are based on nominal lengths, out to out.
  
=== G3. Vertical Drain at End Bent ===
+
=== G3. Vertical Drain at End Bent (Notes for Bridge Standard Drawings)===
  
 +
'''(G3.0) '''
 +
:All drain pipe shall be sloped 1 to 2 percent.
  
 
'''(G3.1)'''
 
'''(G3.1)'''
:Drain pipe may be either 6" diameter corrugated metallic-coated steel pipe underdrain, 4" diameter corrugated polyvinyl chloride (PVC) drain pipe, or 4" diameter corrugated polyethylene (PE) drain pipe.
+
:Drain pipe may be either 6-inch diameter corrugated metallic-coated steel pipe underdrain, 4-inch diameter corrugated polyvinyl chloride (PVC) drain pipe, or 4-inch diameter corrugated polyethylene (PE) drain pipe.
  
 
'''(G3.2)'''
 
'''(G3.2)'''
:Place drain pipe at fill face of end bent and slope to lowest grade of ground line, also missing the lower beam of end bent by 1 1/2"(See elevation at end bent.)
+
:Drain pipe shall be placed at fill face of end bent and inside face of wings.  The pipe shall slope to lowest grade of ground line, also missing the lower beam of end bent by a minimum of 1 1/2 inches.   
  
 
'''(G3.3)'''
 
'''(G3.3)'''
:Perforated pipe shall be placed at fill face side at the bottom of end bent and plain pipe shall be used where the vertical drain ends to the exit at ground line.
+
:Perforated pipe shall be placed at fill face side and inside face of wings at the bottom of end bent and plain pipe shall be used where the vertical drain ends to the exit at ground line.
  
 
=== G4. Substructure Quantity Table ===
 
=== G4. Substructure Quantity Table ===
  
'''(B4.1)'''
+
'''(G4.1) <font color="purple">[MS Cell]</font color="purple">''' Place substructure quantity table on right side of substructure bent sheet.
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|-
 
|-
Line 1,460: Line 1,656:
  
 
'''(G4.2)'''
 
'''(G4.2)'''
:Note:  These quantities are included in the estimated quantities table on Sheet No. <u>&nbsp;&nbsp;</u>.
+
:These quantities are included in the estimated quantities table on Sheet No. <u>&nbsp;&nbsp;</u>.
  
'''Note to Detailer:'''<br/>Place substructure quantity table on right side of substructure bent sheet.
+
'''Drilled Shafts'''
  
=== G5. 20" and 24" CIP Piles ===
+
'''(G4.3) '''
 +
:All reinforcement in drilled shafts and rock sockets is included in the substructure quantities.
  
'''(Do not use without approval of Structural Project Manager or Liaison)'''
 
  
'''(G5.1)'''
+
=== G5. CIP Concrete Piles (Notes for Bridge Standard Drawings)===
:All concrete for cast-in-place piles shall be Class B-1.
 
  
'''(G5.2)'''
 
:Additional thickness may be required for thin shelled types to provide sufficient strength to withstand driving without injury and to resist harmful distortion or buckling due to soil pressure after being driven and the mandrel removed.
 
  
'''(G5.3)'''
+
====G5a Closed Ended Cast-in Place (CECIP) Concrete Pile====
:Where 3/4" closure plates are required for tips of pipe piles, the closure plates shall not project beyond the outside diameter of the pipe piles.  Satisfactory weldments may be made by beveling tip ends of pipe or by use of inside backing rings.  In either case, proper gaps shall be used to obtain weld penetration full thickness of pipe.
 
  
'''(G5.4)'''
+
'''(G5a1)'''
:Splice details for cast-in-place concrete piles shall be in accordance with the manufacturer's recommendations.
+
:Welded or seamless steel shell (pipe) shall be ASTM A252 Grade 3 (fy = 45,000 psi).
  
'''(G5.5)'''
+
'''(G5a2)'''
:All splices of shells for cast-in-place concrete piles shall be made watertight and to the full strength of the shell above and below the splice to permit hard driving without damage.  All shells damaged during driving shall be replaced without cost to the State.  Shell sections used for splicing shall be at least 5'-0" in length.  The splice at the tapered section shall  be at least 3'-0" below the streambed for intermediate trestle type bents.
+
:Concrete for cast-in-place pile shall be Class B-1.
  
'''(G5.6)'''
+
'''(G5a3)'''
:Waterjetting will be permitted with 20" or 24" piles.
+
:Steel for closure plate shall be ASTM A709 Grade 50.
  
'''(G5.7)'''
+
'''(G5a4)'''
:The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.
+
:Steel for cruciform pile point reinforcement shall be ASTM A709 Grade 50.
  
'''(G5.8)'''
+
'''(G5a5)'''
:Note: INDICATE IN REMARKS COLUMN:
+
:Steel casting for conical pile point reinforcement shall be <u>ASTM A27 Grade 65-35</u> <u>ASTM A148 Grade 90-60</u>.
::A.) IF PILING WERE DRIVEN TO PRACTICAL REFUSAL.
 
::B.) PILE BATTER IF OTHER THAN SHOWN ON BENT DETAIL SHEET.
 
::C.) TYPE OF PILING USED.
 
  
'''(G5.9)'''
+
'''(G5a6)'''
:Note: THIS SHEET TO BE COMPLETED BY MoDOT CONSTRUCTION PERSONNEL.
+
:The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.  
  
== H. Superstructure Notes ==
+
'''(G5a7)'''
 +
:Closure plate shall not project beyond the outside diameter of the pipe pile. Satisfactory weldments may be made by beveling tip end of pipe or by use of inside backing rings. In either case, proper gaps shall be used to obtain weld penetration full thickness of pipe. Payment for furnishing and installing closure plate will be considered completely covered by the contract unit price for Galvanized Cast-In-Place Concrete Piles.
  
 +
'''(G5a8)'''
 +
:Splices of pipe for cast-in-place concrete pile shall be made watertight and to the full strength of the pipe above and below the splice to permit hard driving without damage. Pipe damaged during driving shall be replaced without cost to the state. Pipe sections used for splicing shall be at least 5 feet in length.
  
=== H1. Steel ===
+
'''(G5a9a) Use the following note for seismic category A'''
 +
:At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.
  
'''Plate Girders - (Shop welding)'''
+
'''(G5a9b) Use the following note for seismic category B, C or D '''
 +
:The hooks of vertical bars embedded in the beam cap should not be turned outward, away from the pile core.
  
'''(H1.1) To be used only with the permission of the Structural Project Manager.'''
+
'''(G5a10)'''
:By approval of the engineer, the contractor may omit any shop flange splice by extending the heavier flange plate and providing approved modifications of details at field flange splices and elsewhere as required.  All cost of any required design, plan revisions or re-checking of shop drawings shall be borne by the contractor.  Payweight in any case will be based on material shown on Design Plans.
+
:The hooks of vertical bars embedded in the pile cap footing should be oriented outward for all seismic categories.
  
 +
'''(G5a11)'''
 +
:Closure plate need not be galvanized.
  
'''Welded Shop Splices'''
+
'''(G5a12) '''
 +
:Reinforcing steel for cast-in-place pile is included in the Bill of Reinforcing Steel.
  
'''(H1.1.1) Place near Welded Shop Splice Details.'''
+
'''(G5a13) '''
:Welded shop web and flange splices may be permitted when detailed on the shop drawings and approved by the engineer.  No additional payment will be made for optional welded shop web and flange splices.
+
:All reinforcement for cast-in-place pile is included in the estimated quantities for bents.
  
'''(H1.2)'''
+
'''(G5a14) '''
:[[Image:751.50 circled 2.gif]] Weld to compression flange as located on the elevations of girder.
+
:The contractor shall determine the pile wall thickness required to avoid damage from all driving activities, but wall thickness shall not be less than the minimum specified. No additional payment will be made for furnishing a thicker pile wall than specified on the plans.
  
'''(H1.3) Add to note (H1.2), only when girders are built up with A514 or A517 steel flanges.'''
 
:Intermediate web stiffeners shall not be welded to plates of A514 or A517 steel.
 
  
  
'''Plate Girders with Camber'''
+
====G5b Open Ended Cast-in Place (OECIP) Concrete Pile====
  
'''(H1.4) Place near the elevation of girder.'''
+
'''(G5b1)'''
:Plate girders shall be fabricated to be in accordance with the camber diagram shown on Sheet No. <u>&nbsp;&nbsp;</u>.
+
:Welded or seamless steel shell (pipe) shall be ASTM A252 Grade 3 (fy = 45,000 psi).
 +
 +
'''(G5b2)'''
 +
:Open ended pile shall be augered out to the minimum pile cleanout penetration elevation and filled with Class B-1 concrete.
  
 +
'''(G5b3)'''
 +
:Concrete for cast-in-place pile shall be Class B-1.
  
'''Detail Camber Diagram with note (H1.5), Dead Load Deflection Diagram with notes (H1.6) and (H1.6.1), and Theoretical Slab Haunch with note (H1.7).'''
+
'''(G5b4)'''
 +
:Steel casting for open ended cutting shoe pile point reinforcement shall be <u>ASTM A27 Grade 65-35</u> <u>ASTM A148 Grade 90-60</u>.
  
'''(H1.5)'''
+
'''(G5b5)'''
:Camber includes allowance for <u>vertical curve,</u> <u>superelevation transition,</u>  <u>and for</u> dead load deflection due to concrete slab, <u>curb,</u> <u>asphalt,</u> <u>concrete wearing surface</u> and structural steel.
+
:The minimum wall thickness of any spot or local area of any type shall not be more than 12.5% under the specified nominal wall thickness.
  
'''(H1.6)'''
+
'''(G5b6)'''
:<u>&nbsp;&nbsp;</u>% of dead load deflection is due to the weight of structural steel.
+
:Splices of pipe for cast-in-place pipe pile shall be made watertight and to the full strength of the pipe above and below the splice to permit hard driving without damage. Pipe damaged during driving shall be replaced without cost to the state. Pipe sections used for splicing shall be at least 5 feet in length.  
  
'''(H1.6.1)'''
+
'''(G5b7a) Use the following note for seismic category A'''
:Dead load deflection includes weight of structural steel, concrete slab, <u>and barrier curb</u>.
+
:At the contractor's option, the hooks of vertical bars embedded in the beam cap may be oriented inward or outward.
  
 +
'''(G5b7b) Use the following note for seismic category B, C or D'''
 +
:The hooks of vertical bars embedded in the beam cap should not be turned outward, away from the pile core.
  
'''(H1.7)'''
+
'''(G5b8)'''
:<u>&nbsp;&nbsp;&nbsp;&nbsp;</u> dimensions may vary if the girder camber after erection differs from plan camber by more or less than the % of Dead Load Deflection due to weight of structural steel.  No payment will be made for any adjustment in forming or additional concrete required for variation in haunching.
+
:The hooks of vertical bars embedded in the pile cap footing should be oriented outward for all seismic categories.
  
'''Note:''' Increase the haunch by 1/2"&plusmn; more than what is required to make one size shear connector work for both the C.I.P. and the S.I.P. Options.
+
'''(G5b9)'''
 +
:Reinforcing steel for cast-in-place pile is included in the Bill of Reinforcing Steel.
  
 +
'''(G5b10)'''
 +
:All reinforcement for cast-in-place pile is included in the estimated quantities for bents.
  
'''Bolted Field Splices for Plate Girders and Wide Flange Beams (All Structural Steel including Weathering Steel)'''
+
'''(G5b11)'''
 +
:The contractor shall determine the pile wall thickness required to avoid damage from all driving activities, but wall thickness shall not be less than the minimum specified.  No additional payment will be made for furnishing a thicker pile wall than specified on the plans.
  
'''Place the following notes near detail of bolted field splice:'''
 
  
'''(H1.8)'''
+
===G6. As-Built Pile and Drilled Shaft Data===
:Contact surfaces shall be in accordance with Sec 1081 for surface preparation.
 
  
'''(H1.8.1)'''
+
'''(G6.1) Include A, B and C with all pile types. Include D and E along with bracketed guidance when piles are being dynamic tested.'''  
:Use 7/8ӯ high strength bolts with 15/16ӯ holes.
 
  
 +
:Indicate in remarks column:
  
'''Structures without Longitudinal Section'''
+
:A. Pile type and grade
  
'''(H1.9) Place just above slab at part section near end diaphragm and draw an arrow to the top of diaphragm.'''
+
:B. Batter
:Haunch slab to bear.
 
  
 +
:C. Driven to practical refusal
  
'''Top of End Bent Backwall (Without expansion device)'''
+
:D. PDA test pile
  
'''(H1.10)'''
+
:E. Minimum tip elevation controlled
:Two layers of 30# roofing felt.
 
  
 +
:(Use when actual blow count is less than PDA blow count due to minimum tip elevation requirement.  A plus sign (+) shall be placed after the PDA nominal axial compressive resistance value indicating actual value is higher than PDA value.)
  
'''Section thru Spans'''
+
'''(G6.2) Use this note when only drilled shafts are shown on the sheet. '''
  
'''(H1.11) Place on the slab sheet when applicable.'''
+
:Indicate remarks in the remarks column.
:For details of <u>safety barrier curb</u> <u>parapet</u> <u>median bridge rail</u> not shown, see Sheet No. <u>&nbsp;&nbsp;</u>.
 
  
 +
'''(G6.3) '''
  
'''Web Stiffeners'''
+
:This sheet to be completed by MoDOT construction personnel.
  
'''(H1.12)'''
+
===G7. Steel HP Pile===
:Whenever longitudinal stiffeners interfere with bolting the <u>diaphragms</u> <u>cross frames</u> in place, clip stiffeners.
 
  
'''(H1.13)'''
+
'''(G7.1) <font color="purple">[MS Cell]</font color="purple"> Use with Pile Splice Detail - Galvanized.'''
:Longitudinal web stiffeners shall be placed on the outside of exterior girders and on the side opposite of the transverse web stiffener plates for interior girders.
+
:Galvanizing material shall be omitted or removed one inch clear of weld locations in accordance with [https://www.modot.org/media/20575 Sec 702].
  
'''(H1.14)'''
+
'''(G7.2) <font color="purple">[MS Cell]</font color="purple"> Use with Pile Seismic Anchor Detail – Galvanized.'''
:Transverse web stiffeners shall be located as shown in the plan of structural steel.
+
:Galvanizing angles, bolts, washers and nuts will not be required.
 +
<div id="(G7.4) (Use the following note"></div>
 +
'''(G7.3) Use on all plans where HP piles are anticipated to be driven to refusal on rock at any depth.'''
  
'''(H1.15)'''
+
:HP piles are anticipated to be driven to refusal on rock. Review all borings for depth of rock and restrict driving as appropriate to comply with hard rock driving criteria in accordance with [https://www.modot.org/media/20575 Sec 702].
:Intermediate web stiffener plate and diaphragm spacing may vary from plan dimensions by a maximum of 3" for diaphragm to connect to the intermediate web stiffener plate.
 
  
 +
== H. Superstructure Notes ==
  
'''Wide Flange Beams - (Shop Welding)'''
 
  
'''(H1.16) To be used only with permission of the Structural Project Manager.'''
+
=== H1. Steel ===
:By approval of the engineer, the contractor may omit any shop splice by extending the heavier beam and providing an approved modification of details at the field splices.  All costs of any required redesign, plan revisions or rechecking of shop drawings shall be borne by the contractor.  Payweight in any case will be based on material shown on the design plans.
 
  
 +
'''Plate Girders - (Shop welding)'''
  
'''Shear Connectors'''
+
'''(H1.1) To be used only with the permission of the Structural Project Manager.'''
 +
:By approval of the engineer, the contractor may omit any shop flange splice by extending the heavier flange plate and providing approved modifications of details at field flange splices and elsewhere as required.  All cost of any required design, plan revisions or re-checking of shop drawings shall be borne by the contractor.  Payweight in any case will be based on material shown on Design Plans.
  
'''(H1.17)  Include shear connectors in material which connectors are attached.'''
 
:Weight of <u>&nbsp;&nbsp;&nbsp;</u> pounds of shear connectors is included in the weight of Fabricated Structural <u>&nbsp;&nbsp;&nbsp;</u> Steel.
 
  
'''(H1.18)'''
+
'''Welded Shop Splices'''
:Shear connectors shall be in accordance with Sec 712, 1037 and 1080.
 
  
 +
'''(H1.1.1) Place near Welded Shop Splice Details.'''
 +
:Welded shop web and flange splices may be permitted when detailed on the shop drawings and approved by the engineer.  No additional payment will be made for optional welded shop web and flange splices.
  
'''Notch Toughness for Wide Flange Beams
+
'''(H1.2) Use for the welded connection of intermediate web stiffener to compression flange and intermediate diaphragm connection plate to compression flange.'''
:(Place an <math>\, *</math> with all the beam sizes indicated on the "Plan of Structural Steel".)
+
:(2) Weld to compression flange as located on Elevation of Girder.  
:(Place the following note near the "Plan of Structural Steel".)'''
 
  
'''(H1.19)'''
+
<div id="(H1.3) Add to note (H1.2)"></div>
:<math>\, *</math> Notch toughness is required for all wide flange beams.
 
  
 +
'''(H1.3) Add to note (H1.2), only when girders are built up with A514 or A517 steel flanges. Caution: Using this note means that these structural steels are already on the system. Any new construction using these structural steels requires permission of the State Bridge Engineer. Any construction involving these structural steels requires notification to the State Bridge Engineer.'''
  
'''(Place an <math>\, *</math> with the flange plate, pin plate or hanger bar size indicated on the "Detail of Flange Plates, Pin Plate Connection or Hanger Connection".)'''
+
:Intermediate web stiffeners shall not be welded to plates of A514 or A517 steel.
  
'''(H1.20)'''
 
:<math>\, *</math> Notch toughness is required for all <u>welded flange plates</u> <u>pin plates</u> <u>hanger bars</u>.
 
  
 +
'''Plate Girders with Camber'''
  
'''Notch Toughness for Plate Girders
+
'''(H1.4) Place near the elevation of girder.'''
:'''(Place the following note on the sheet with the Elevation of Girder.)'''
+
:Plate girders shall be fabricated to be in accordance with the camber diagram shown on Sheet No. <u>&nbsp;&nbsp;</u>.
:'''(See [[751.5_Standard_Details#Plate Girder Example|Plate Girder Example]] for typical examples for the location of <math>\, ***</math> on details for plate girders.)'''
 
  
'''(H1.21)'''
 
:<math>\, ***</math> Indicates flange plates subject to notch toughness requirements.
 
:All web plates shall be subject to notch toughness requirements.
 
  
'''(H1.21.1)'''
+
'''Detail Camber Diagram with note (H1.5), Dead Load Deflection Diagram with notes (H1.6) and (H1.6.1), and Theoretical Slab Haunch with note (H1.7).'''
:The flange and web splice plates shall be subject to notch toughness requirements, when notch toughness is required for flanges on both sides of splice.
 
  
 +
'''(H1.5)'''
 +
:Camber includes allowance for <u>vertical curve,</u> <u>superelevation transition,</u>  <u>and for</u> dead load deflection due to concrete slab, barrier, <u>asphalt,</u> <u>concrete wearing surface</u> and structural steel.
  
'''(Place <math>\, ***</math> near the size of flange splice plates, pin plates or hanger bars and the following note near the detail of flange splice, pin plate connection or hanger connection.)'''
+
'''(H1.6)'''
 +
:<u>&nbsp;&nbsp;</u>% of dead load deflection is due to the weight of structural steel.
  
'''(H1.22)'''
+
'''(H1.6.1)'''
:<math>\, ***</math> Indicates <u>flange splice plates</u> <u>pin plates</u> <u>hanger bars</u> subject to  notch toughness requirements.
+
:Dead load deflection includes weight of structural steel, concrete slab, and barrier.
  
  
'''Structural Steel for Wide Flange Beams and Plate Girder Structures'''
+
'''(H1.7)'''
 +
:'''*''' Dimension (bottom of slab to top of web)  may vary if the girder camber after erection differs from plan camber by more or less than the % of Dead Load Deflection due to weight of structural steel.  No payment will be made for any adjustment in forming or additional concrete required for variation in haunching.
  
'''(H1.23)'''
+
'''Note:''' Increase the haunch by 1/2"&plusmn; more than what is required to make one size shear connector work for both the CIP and the SIP options.
:Fabricated structural steel shall be ASTM A709 Grade <u>36</u> <u>50</u>, except as noted.
 
  
  
'''Tangent Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''Bolted Field Splices for Plate Girders and Wide Flange Beams use Type 3 for weathering steel bolted connections and Type 1 for plain or galvanized steel bolted connections.'''
  
'''Plan of Structural Steel and Elevation of Stringers or Girders'''
+
'''Place the following notes near detail of bolted field splice:'''
 +
<div id="(H1.8) Include underline"></div>
 +
'''(H1.8) Include underline portion for Class C or D faying surfaces.  Class B is standard and included in Spec Book 1081.10.3.10.1.'''
 +
 +
:Contact surfaces shall be in accordance with Sec 1081 for surface preparation. <u>The surface condition factor shall be for Class</u> <u>C</u> <u>D</u> <u>with coefficient of</u> <u>0.30.</u> <u>0.45.</u>
  
'''(H1.24)'''
+
{|style="padding: 0.3em; margin-left:10px; border:1px solid #a9a9a9; text-align:left; font-size: 95%; background:#f5f5f5" width="780px" align="center"
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.
+
|-
 +
|colspan="2"|'''Guidance:'''   MoDOT typically uses Class B.
 +
|-
 +
|width="150" valign="top"|Class A Surface: ||Unpainted clean mill scale, and blast-cleaned surfaces with Class A coatings. Surface condition factor = 0.30 (Not used by MoDOT)
 +
|-
 +
|valign="top"|Class B Surface: ||Unpainted blast-cleaned surfaces to SSPC-SP 6 or better, and blast-cleaned surfaces with Class B coatings (inorganic zinc primer), or unsealed pure zinc or 85/15 zinc/aluminum thermal-sprayed coatings with a thickness less than or equal to 16 mils. Surface condition factor = 0.50
 +
|-
 +
|valign="top"|Class C Surface: ||Hot-dip galvanized surfaces. Surface condition factor = 0.30
 +
|-
 +
|valign="top"|Class D Surface:||Blast-cleaned surfaces with Class D coatings (organic zinc-rich primer). Surface condition factor = 0.45
 +
|}
  
 +
'''(H1.8.1)'''
 +
:Bolts shall be 7/8” Ø ASTM F3125 Grade A325 <u>Type 1</u> <u>Type 3</u> in 15/16” Ø holes.
  
'''Oversized Holes for Intermediate Diaphragms'''
 
 
'''Place the following note near the intermediate diaphragm detail on all tangent wide flange and plate girder structures.'''
 
  
'''(H1.26)'''
+
'''Structures without Longitudinal Section'''
:At the contractor's option, holes in the diaphragm plate of non slab bearing diaphragms may be made 3/16" larger than the nominal diameter of the bolt.  A hardened washer shall be used under the bolt head and nut when this option is used.  Holes in the girder diaphragm connection plate or transverse web stiffener shall be standard size.
 
  
 +
'''(H1.9) Place just above slab at part section near end diaphragm and draw an arrow to the top of diaphragm.'''
 +
:Haunch slab to bear.
  
'''Slab drain attachment holes'''
 
 
'''Place the following note near the Elevation of Girder detail for plate girders or near the plan view for Wide Flange Beams when Slab Drains are used.'''
 
  
'''(H1.27)'''
+
'''Top of End Bent Backwall (Without expansion device)'''
:For location of slab drain attachment holes, see slab drain details sheet.
 
  
 +
'''(H1.10)'''
 +
:Two layers of 30-lb roofing felt.
  
'''Tangent Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''
 
  
'''Plan of Structural Steel'''
+
'''Section thru Spans'''
 
'''Dimensions given in plan should be identical to horizontal dimensions detailed in Part-Longitudinal Sections or blocking diagram.'''
 
  
'''(H1.28)'''
+
'''(H1.11) Place on the slab sheet when applicable.'''
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
:For details of <u>barrier</u> <u>parapet</u> <u>median bridge rail</u> not shown, see Sheet No. <u>&nbsp;&nbsp;</u>.
  
  
'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''
+
'''Web Stiffeners'''
  
'''(H1.29)'''
+
'''(H1.12)'''
:Longitudinal dimensions are horizontal from centerline brg. to centerline brg.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
:Whenever longitudinal stiffeners interfere with bolting the <u>diaphragms</u> <u>cross frames</u> in place, clip stiffeners.
  
 +
'''(H1.13)'''
 +
:Longitudinal web stiffeners shall be placed on the outside of exterior girders and on the side opposite of the transverse web stiffener plates for interior girders.
  
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''(H1.14)'''
+
:Transverse web stiffeners shall be located as shown in the plan of structural steel.
'''Plan of Structural Steel'''
 
  
'''(H1.31)'''
+
'''(H1.15)'''
:Longitudinal dimensions are horizontal arc dimensions from centeline brg. to centerline brg.
+
:Intermediate web stiffener plate and diaphragm spacing may vary from plan dimensions by a maximum of 3" for diaphragm to connect to the intermediate web stiffener plate.
  
  
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
+
'''Wide Flange Beams - (Shop Welding)'''
 
'''Elevation of Stringers or Girders'''
 
  
'''(H1.32)'''
+
'''(H1.16) To be used only with permission of the Structural Project Manager.'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg.
+
:By approval of the engineer, the contractor may omit any shop splice by extending the heavier beam and providing an approved modification of details at the field splices.  All costs of any required redesign, plan revisions or rechecking of shop drawings shall be borne by the contractor. Payweight in any case will be based on material shown on the design plans.
  
  
'''Horizontally Curved Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''  
+
'''Shear Connectors'''
  
'''Plan of Structural Steel'''
+
'''(H1.17)  Use only when "Fabricated Structural …Steel… " is included as a pay item.'''
 +
:Weight of <u>&nbsp;&nbsp;&nbsp;</u> pounds of shear connectors is included in the weight of Fabricated Structural <u>&nbsp;&nbsp;&nbsp;</u> Steel.
  
'''(H1.36)'''
+
'''(H1.18)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerlline brg. See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
:Shear connectors shall be in accordance with [https://www.modot.org/media/20575 Sec 712, 1037 and 1080].
  
  
'''Elevation of Constant Depth or Variable Depth Stringers or Girders'''
+
'''Notch Toughness for Wide Flange Beams  (Do not use the following notes if member is labeled as fracture critical.)
 +
:(Place an ∗ with all the beam sizes indicated on the "Plan of Structural Steel".)
 +
:(Place the following note near the "Plan of Structural Steel".)'''
  
'''(H1.37)'''
+
'''(H1.19)'''
:Longitudinal dimensions are horizontal arc dimensions from centerline brg. to centerline brg. See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
+
: Notch toughness is required for all wide flange beams.
  
  
'''Structures on Vertical Curve'''
+
'''(Place an ∗ with the flange plate, pin plate or hanger bar size indicated on the "Detail of Flange Plates, Pin Plate Connection or Hanger Connection".)'''  
  
'''(H1.39)'''
+
'''(H1.20)'''
:Elevations shown are at top of web before dead load deflection.
+
:∗  Notch toughness is required for all <u>welded flange plates</u> <u>pin plates</u> <u>hanger bars</u>.
  
  
'''6 x 6 x 3/8  Angle Connection to Top Flange'''
+
'''Notch Toughness for Plate Girders (Do not use the following notes if member is labeled as fracture critical.)
 +
:'''(Place the following note on the sheet with the Elevation of Girder.)'''
 +
:'''(See [[751.5 Structural Detailing Guidelines#751.5.9.3.2 Notch Toughness|Plate Girder Example]] for typical examples for the location of ∗ ∗ ∗ on details for plate girders.)'''
  
'''(H1.40)'''
+
'''(H1.21)'''
:The two 3/4"&oslash; high strength bolts that connect the 6 x 6 x 3/8 angle to the top flange shall be placed so the nut is on the inside of flange toward the web.
+
:∗ ∗ ∗  Indicates flange plates subject to notch toughness requirements.
 +
:All web plates shall be subject to notch toughness requirements.
  
 +
'''(H1.21.1)'''
 +
:The flange and web splice plates shall be subject to notch toughness requirements, when notch toughness is required for flanges on both sides of splice.
  
'''6 x 6 x 3/8  Angle Connection to Top Flange for Structures on Vertical Curve'''
 
  
'''(H1.40.1)'''
+
'''(Place ∗ ∗ ∗ near the size of flange splice plates, pin plates or hanger bars and the following note near the detail of flange splice, pin plate connection or hanger connection.) '''
:The 6 x 6 x 3/8 angle legs shall be adjusted to the variable angle between bearing stiffener and top flange created by girder tilt due to grade requirements.
 
  
 +
'''(H1.22)'''
 +
:∗ ∗ ∗  Indicates <u>flange splice plates</u> <u>pin plates</u> <u>hanger bars</u> subject to  notch toughness requirements.
  
'''Place the following note near the Plan of Structural Steel for all bridges with stage construction or bridge widening projects.'''
+
<div id="(H1.23)"></div>
 +
'''(H1.23) Structural Steel for Wide Flange Beams and Plate Girder Structures'''
  
'''(H1.42)'''
+
'''(H1.23a)'''
:Bolts on intermediate diaphragms and cross frames that connect <u>girders</u> <u>stringers</u> under different construction stage slab pours shall be installed snug tight, then tightened after both adjacent slab pours are completed.
+
:Fabricated structural steel shall be ASTM A709 Grade <u>36</u> <u>50</u>, except as noted.
  
=== H2. Concrete ===
+
'''(H1.23b) Use the following note on all structures that contain non-redundant Fracture Critical Members (FCM).'''
 +
Label FCM members in the details, and place the following note nearby.  Notes H1.19 through H1.22 are not required when the member is labeled as fracture critical.
 +
 
 +
:FCM indicates Fracture Critical Member, see [https://www.modot.org/missouri-standard-specifications-highway-construction#page=9 Sec 1080].
  
 +
'''Tangent Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
  
==== H2a. Continuous Slab ====
+
'''Plan of Structural Steel and Elevation of Beams or Girders'''
  
'''Tubes for Voids'''
+
'''(H1.24)'''
 +
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.
  
'''(H2.1)'''
 
:Tubes for producing voids shall have an outside diameter of [[Image:751.50 circled 1.gif]] and shall be anchored at not more than [[Image:751.50 circled 2.gif]] centers.  Fiber tubes shall have a wall thickness of not less than [[Image:751.50 circled 3.gif]].
 
  
 +
'''Oversized Holes for Intermediate Diaphragms'''
 +
 +
'''Place the following note near the intermediate diaphragm detail on all tangent wide flange and plate girder structures.'''
  
(*) See the following table for [[Image:751.50 circled 1.gif]], [[Image:751.50 circled 2.gif]], & [[Image:751.50 circled 3.gif]].
+
'''(H1.26)'''
 +
:At the contractor's option, holes in the diaphragm plate of non slab bearing diaphragms may be made 3/16" larger than the nominal diameter of the bolt.  A hardened washer shall be used under the bolt head and nut when this option is used.  Holes in the girder diaphragm connection plate or transverse web stiffener shall be standard size.
 +
 
 +
 
 +
'''Slab drain attachment holes'''
 +
 +
'''Place the following note near the Elevation of Girder detail for plate girders or near the plan view for Wide Flange Beams when Slab Drains are used.'''
 +
 
 +
'''(H1.27)'''
 +
:For location of slab drain attachment holes, see slab drain details sheet.
 +
 
 +
 
 +
'''Tangent Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''
 +
 
 +
'''Plan of Structural Steel'''
 +
 +
'''Dimensions given in plan should be identical to horizontal dimensions detailed in Part-Longitudinal Sections or blocking diagram.'''
 +
 
 +
'''(H1.28)'''
 +
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
 +
 
 +
 
 +
'''Elevation of Constant Depth or Variable Depth Beams or Girders'''
 +
 
 +
'''(H1.29)'''
 +
:Longitudinal dimensions are horizontal from centerline bearing to centerline bearing.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
 +
 
 +
 
 +
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
 +
 +
'''Plan of Structural Steel'''
 +
 
 +
'''(H1.31)'''
 +
:Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing.
 +
 
 +
 
 +
'''Horizontally Curved Structures on Straight Grades (Details of Part-Longitudinal Sections at bents and at steel joints will be required on plans.)'''
 +
 +
'''Elevation of Beams or Girders'''
 +
 
 +
'''(H1.32)'''
 +
:Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing.
 +
 
 +
 
 +
'''Horizontally Curved Structures on Vertical Curve Grades (Details of part-longitudinal sections at bents and at steel joints will be required on plans for bridges on vertical curves.)'''
 +
 
 +
'''Plan of Structural Steel'''
 +
 
 +
'''(H1.36)'''
 +
:Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing. See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
 +
 
 +
 
 +
'''Elevation of Constant Depth or Variable Depth Beams or Girders'''
 +
 
 +
'''(H1.37)'''
 +
:Longitudinal dimensions are horizontal arc dimensions from centerline bearing to centerline bearing.  See Part-Longitudinal Sections on Sheet No. <u>&nbsp;&nbsp;</u>.
 +
 
 +
 
 +
'''Structures on Vertical Curve'''
 +
 
 +
'''(H1.39)'''
 +
:Elevations shown are at top of web before dead load deflection.
  
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 
|+(Do not show this table on plans)
 
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Voids
 
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 1.gif]]
 
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 2.gif]]
 
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|[[Image:751.50 circled 3.gif]]
 
|-
 
|width="75pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|7"
 
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|7.0"
 
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|8.0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|9"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|9.0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|10"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|10.0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|11"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|11.0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|12"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|12.0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|14"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|14.0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.250"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|15 3/4"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|15.7"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|16 3/4"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|16.7"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|18 3/4"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18.7"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-6"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|20 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|20.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-0"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|21 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|22 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|22.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.375"
 
|-
 
|width="75pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black"|24 7/8"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|24.85"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|18"
 
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|0.375"
 
|}
 
  
==== H2b. Precast Prestressed Panels ====
+
'''6 x 6 x 3/8  Angle Connection to Top Flange'''
  
'''(H2.5)'''
+
'''(H1.40) Use Type 3 for weathering steel bolted connections and Type 1 for plain or galvanized steel bolted connections.  '''
:Concrete for prestressed panels shall be Class A-1 with <math>\, f'_c</math> = 6,000 psi, <math>\, f'_{ci}</math> = 4,000 psi.
+
:Bolts shall be ¾” ø  ASTM F3125 Grade A325 <u>Type 1</u> <u>Type 3</u> that connect the 6 x 6 x 3/8 angle to the top flange and placed so the nut is on the inside of flange toward the web.  
  
'''(H2.6)'''
 
:The top surface of all panels shall receive a scored finish with a depth of scoring of 1/8" perpendicular to the prestressing strands in the panels.
 
  
'''(H2.7)'''
+
'''6 x 6 x 3/8  Angle Connection to Top Flange for Structures on Vertical Curve'''
:Prestressing tendons shall be high-tensile strength uncoated seven-wire, low-relaxation strands for prestressed concrete in accordance with AASHTO M 203 Grade 270, with nominal diameter of strand = 3/8" and nominal area = 0.085 sq. in. and minimum ultimate strength = 22.95 kips (270 ksi). Larger strands may be used with the same spacing and initial tension.
 
  
'''(H2.8)'''
+
'''(H1.40.1)'''
:Initial prestressing force = 17.2 kips/strand.
+
:The 6 x 6 x 3/8 angle legs shall be adjusted to the variable angle between bearing stiffener and top flange created by girder tilt due to grade requirements.
  
'''(H2.9)'''
 
:The method and sequence of releasing the strands shall be shown on the shop drawings.
 
  
'''(H2.10)'''
+
'''(H1.42) Place the following note near the Plan of Structural Steel for all new bridges with staged construction or bridge widening projects. '''
:Suitable anchorage devices for lifting panels may be cast in panels, provided the devices are shown on the shop drawings and approved by the engineer.  Panel lengths shall be determined by the contractor and shown on the shop drawings.
+
:Bolts for intermediate diaphragms and cross frames that connect <u>girders</u> <u>beams</u> under different construction staged slab pours shall be installed snug tight, then tightened after both adjacent slab pours are completed.
  
'''(H2.11)'''
+
'''(H1.43) Place the following note on the staging sheet for all bridge redecking projects with staged construction.'''
:When square end panels are used at skewed bents, the skewed portion shall be cast full depth. No separate payment will be made for additional concrete and reinforcing required.
+
:Existing <u>bolts</u> <u>rivets</u> on intermediate diaphragms and cross frames that connect <u>girders</u> <u>beams</u> under different construction staged slab pours shall be removed and replaced with new in kind high strength bolts installed snug tight and in accordance with Sec 712. The high strength bolts shall be tightened after both adjacent slab pours are completed. Cost will be considered incidental to other pay items.
  
'''(H2.12)'''
+
'''(H1.45) Place near Detail B and Optional Detail B with cross frame diaphragms. '''
:Use #3-P3 bars if panel is skewed 45&deg; or greater.
+
:('''*''') At the contractor's option, rectangular fill plates may be used in lieu of diamond fill plates as shown in Optional Detail B.
  
'''(H2.13)'''
+
<div id="Deflection and Haunching:"></div>
:All reinforcement other than prestressing strands shall be epoxy coated.
+
'''Deflection and Haunching: (Use for wide flange deck replacements.) '''
  
'''(H2.14''')
+
'''(H1.50)'''
:End panels shall be dimensioned 1" min. to 1 1/2" max. from the inside face of diaphragm.
+
:The contractor shall determine dead load deflections and haunching based on field measurements and/or existing bridge plans and these may be adjusted based on the difference between the new and existing dead load weights.
  
'''(H2.15)'''
+
'''(H1.51)'''
:S-bars shown are bottom steel in slab between panels and used with squared end panels only.
+
:Slab is to be considered at a uniform thickness as shown on the plans. Haunching will vary. See front sheet for slab thickness.
  
'''(H2.16)'''
+
'''(H1.53) Drip angles''' (Notes for Bridge Standard Drawings)
:Cost of S-bars will be considered completely covered by the contract unit price for the slab.
+
:'''(H1.53a)''' Drip angles shall be caulked with dark brown caulking against flange, web and fillet welds.
 +
:'''(H1.53b)''' Drip angles shall be same grade as bottom flange.
 +
:'''(H1.53c)''' Use ½” diameter ASTM F3125 Grade A325 Type 3 for bolted connection.
  
'''(H2.17)'''
+
=== H2. Concrete ===
:S-bars are not listed in the bill of reinforcing.
 
  
'''(H2.18)'''
 
:All panel support pads shall be glued to the girder.  When support thickness exceeds 1 1/2 inches, the pads shall be glued top and bottom.  The glue used shall be the type recommended by the panel support pads manufacturer.
 
  
'''(H2.19)'''
+
==== H2a. Continuous Slab ====
:Precast panels may be in contact with stirrup reinforcing in diaphragms.
 
  
'''(H2.20)'''
+
'''(H2a.1) Use for voided slabs'''
:Extend S-Bars 18 inches beyond the front face of end bents only.
+
:Tubes for producing voids shall have an outside diameter of [[Image:751.50 circled 1.gif]] and shall be anchored at not more than [[Image:751.50 circled 2.gif]] centers.  Fiber tubes shall have a wall thickness of not less than [[Image:751.50 circled 3.gif]].
  
'''(H2.21)'''
 
:Any strand 2'-0" or shorter shall have a #4 reinforcing bar on each side of it, centered between strands.  Strands 2'-0" or shorter may then be debonded at the fabricator's option.
 
  
'''(H2.22)'''
+
(*) See the following table for [[Image:751.50 circled 1.gif]], [[Image:751.50 circled 2.gif]], & [[Image:751.50 circled 3.gif]].
:Support from diaphragm forms is required under the optional skewed end until cast-in-place concrete has reached 3,000 psi compressive strength.
 
  
 +
:{|border="0" style="text-align:center;" cellpadding="5" cellspacing="0"
 +
|+(Do not show this table on plans)
 +
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:3px solid black; border-right:1px solid black"|Voids
 +
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 1.gif]]
 +
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:1px solid black"|[[Image:751.50 circled 2.gif]]
 +
!style="border-top:3px solid black; border-bottom:1px solid black; border-left:1px solid black; border-right:3px solid black"|[[Image:751.50 circled 3.gif]]
 +
|-
 +
|width="75pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|7"
 +
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|7.0"
 +
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 +
|width="50pt" style="border-top:1px solid black; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|8"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|8.0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|9"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|9.0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.200"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|10"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|10.0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|11"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|11.0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|12"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|12.0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.225"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|14"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|14.0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|4'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.250"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|15 3/4"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|15.7"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|16 3/4"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|16.7"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|3'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|18 3/4"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18.7"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-6"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.300"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|20 7/8"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|20.85"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|2'-0"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|21 7/8"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21.85"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|21"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.350"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:3px solid black; border-right:1px solid black"|22 7/8"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|22.85"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:1px solid black"|18"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:1px solid gray; border-left:1px solid black; border-right:3px solid black"|0.375"
 +
|-
 +
|width="75pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:3px solid black; border-right:1px solid black"|24 7/8"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|24.85"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:1px solid black"|18"
 +
|width="50pt" style="border-top:1px solid gray; border-bottom:3px solid black; border-left:1px solid black; border-right:3px solid black"|0.375"
 +
|}
  
'''(Prestressed Spans)'''
+
==== H2b. Prestressed Panels (Notes for Bridge Standard Drawings)====
 
 
'''(H2.26)'''
 
:Minimum preformed fiber expansion joint material or polystyrene bedding material thickness shall be 1 inch.  Thicker material may be used on one or both sides of the girder to reduce cast-in-place concrete thickness to within tolerances.  No more than 2 inches total thickness shall be used.
 
 
 
'''(H2.27)'''
 
:The same thickness of preformed fiber expansion joint material shall be used under any one edge of any panel except at locations where top flange thickness may be stepped. The maximum change in thickness between adjacent panels shall be 1/4 inch. The polystyrene bedding material may be cut with a transition to match haunch height above top of flange.
 
 
 
'''(H2.28)'''
 
:At the contractor's option, the variation in slab thickness over prestressed panels may be eliminated or reduced by increasing and varying the girder top flange thickness.  Dimensions shall be shown on the shop drawings.
 
 
 
'''(H2.29)'''
 
:Slab thickness over prestressed panels varies due to girder camber.
 
 
 
'''(H2.30)'''
 
:In order to maintain minimum slab thickness, it may be necessary to raise the grade uniformly throughout the structure.  No payment will be made for additional labor or materials required for necessary grade adjustment.
 
 
 
'''(H2.31)'''
 
:Use slab haunching diagram on Sheet No. <u>&nbsp;&nbsp;</u> for determining thickness of preformed fiber expansion joint material or polystyrene bedding material within the limits noted in general notes.
 
 
 
 
 
'''(Steel Spans)'''
 
 
 
'''(H2.34)'''
 
:Minimum preformed fiber expansion joint material or polystyrene bedding material thickness shall be 1 inch, except over splice plates where minimum thickness shall be 1/4 inch.  When the material is less than 1/2 inch thick over a splice plate, the width of material at the splice shall be the same width as panel on splice.  Thicker material may be used on one or both sides of the girder to reduce cast-in-place concrete thickness to within tolerances.  No more than 2" total thickness shall be used.
 
 
 
'''(H2.35)'''
 
:The same thickness of material shall be used under any one edge of any panel except at splices, and the maximum change in thickness between adjacent panels shall be 1/4 inch to correct for variations from girder camber diagram.  The polystyrene bedding material may be cut to match haunch height above top of flange.
 
 
 
'''(H2.36)'''
 
:Adjustment in the slab thickness, preformed fiber expansion joint material or polystyrene bedding material thickness, or grade will be necessary if the girder camber after erection differs from plan camber by more than the % of dead load deflection due to the weight of structural steel.  No payment will be made for additional labor or materials for the adjustment.
 
 
 
'''(H2.37)'''
 
:S-bars shown are used with skewed end panels, or square end panels of square structures only.  The #5 S-bars shall extend the width of slab (2'-6" lap if necessary) or to within 3 inches of expansion device assemblies.
 
 
 
'''(H2.38)'''
 
:The thickness of the preformed fiber expansion joint material or polystyrene bedding material shall be adjusted to achieve the slab haunching dimension found on Sheet No. <u>&nbsp;&nbsp;</u>.  These adjustments shall be within the limits noted in the general notes.
 
 
 
'''(H2.39)'''
 
:U1 Bars may be oriented at right angles to location and spacing shown. U1 Bars shall be placed between P1 Bars.
 
 
 
==== H2c. Prestressed Girders ====
 
 
 
'''General Notes: Prestressed I Girders and Double-Tee Girders'''
 
 
 
'''(H2.41)'''
 
:Concrete for prestressed girders shall be Class A-1 with <math>\, f'_c</math> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi and <math>\, f'_{ci}</math> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi.
 
 
 
'''(H2.42)'''
 
:(+) indicates prestressing strand.
 
 
 
'''(H2.43)'''
 
:Use <u>&nbsp;&nbsp;&nbsp;</u> strands with an initial prestress force of <u>&nbsp;&nbsp;&nbsp;</u> kips.
 
 
 
 
 
'''For Type 6 girders and Bulb-T may use 0.6" strands if required by design.'''
 
 
 
'''(H2.44)'''
 
:Prestressing tendons shall be uncoated, seven-wire, low-relaxation strands, <u>1/2</u>  <u>0.6</u> inch diameter in accordance with AASHTO M 203, Grade 270.  Pretensioned members shall be in accordance with Sec 1029.
 
 
 
 
 
'''Place the following notes with the above general notes for Prestressed I-Girders only.'''
 
 
 
'''(H2.45)'''
 
:Galvanize the 1/2" bearing plate (ASTM A709 Grade 36) in accordance with ASTM A123.
 
 
 
'''(H2.46)'''
 
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed girder will be considered completely covered by the contract unit price for Prestressed Concrete I-Girder.
 
 
 
'''(H2.47)'''
 
:Cost of 3/4"&oslash; coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete I-Girder.
 
 
 
'''(H2.48) (Use only when applicable.)'''
 
:Exterior and interior girders are the same, except for coil ties, <u>and</u> <u>coil inserts for slab drains</u> <u>and</u> <u>holes for steel intermediate</u> <u>diaphragms</u>.
 
 
 
'''(H2.49)'''
 
:Coil ties shall be held in place in the forms by slotted wire-setting-studs projecting thru forms.  Studs are to be left in place or replaced with temporary plugs until girders are erected, then replaced by coil tie rods.
 
 
 
'''(H2.50)'''
 
:All B1 <u>and C1</u> bars shall be epoxy coated.
 
 
 
 
 
'''Use the following note when the panel option is used. Place <math>\, ***</math> at the top corners of Girder at Girder Dimensions Detail.'''
 
 
 
'''(H2.51)'''
 
:<math>\, ***</math> At contractor's option a 1 1/2" to 1 3/4" smooth finish strip is permitted to facilitate placement of preformed fiber expansion joint material or expanded or extruded polystyrene bedding material for the prestressed panels.
 
 
 
'''(H2.52) Not applicable when the number of bottom strands is equal to the number of Bent-up strands.'''
 
:<math>\, **</math>  At the contractor's option the location for bent-up strands may be varied from that shown.  The total number of bent-up strands shall not be changed.  One strand tie bar is required for each layer of bent-up strands except at end bents which require one bar on the bottom layer of strands only.  No additional payment will be made if additional strand tie bars are required.
 
 
 
<math>\, **</math> Place 2 asterisks next to note telling which strands are bent-up.
 
 
 
 
 
'''Place the following notes with the above general notes for Prestressed Double-Tee Girders only.'''
 
 
 
'''(H2.53)'''
 
:Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.
 
 
 
'''(H2.54)'''
 
:The vertical face of the exterior girder that will be in contact with the slab shall be roughened by sand blasting, or other approved methods, to provide suitable bond between girder and slab.
 
 
 
'''(H2.55)'''
 
:All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.
 
 
 
'''(H2.56)'''
 
:Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.
 
  
'''(H2.57) Place near diaphragm details.'''
+
'''H2b1. Notes for both Concrete and Steel Spans '''
:Diaphragms at intermediate bents shall be built vertical.
 
  
 +
'''(H2b1.1)'''
 +
:Concrete for prestressed panels shall be Class A-1 with f'<sub>c</sub> = 6,000 psi, f'<sub>ci</sub> = 4,000 psi.
  
'''Slab Haunching'''
+
'''(H2b1.2)'''
 +
:The top surface of all panels shall receive a scored finish with a depth of scoring of 1/8" perpendicular to the prestressing strands in the panels.
  
'''(H2.58) Use for all prestressed "double-tee" girder structures, except 34'-0" and 40'-0" (Unsymmetrical) roadways.'''
+
'''(H2b1.3)'''
:The slab thickness varies from <u>(1)</u> to <u>(2)</u> within the parabolic crown.
+
:Prestressing tendons shall be high-tensile strength uncoated seven-wire, low-relaxation strands for prestressed concrete in accordance with AASHTO M 203 Grade 270, with nominal diameter of strand = 3/8" and nominal area = 0.085 sq. in. and minimum ultimate strength = 22.95 kips (270 ksi). Larger strands may be used with the same spacing and initial tension.
  
'''(1) Minimum slab thickness.'''<br/>
+
'''(H2b1.4)'''
'''(2) Minimum slab thickness minus 1/4".'''
+
:Initial prestressing force = 17.2 kips/strand.
  
'''(H2.59) Place with camber diagram.'''
+
'''(H2b1.5)'''
:Conversion factors for girder camber
+
:The method and sequence of releasing the strands shall be shown on the shop drawings.
:::'''Use with spans 75' and greater in length.'''
 
:::0.1 pt. = 0.314 x 0.5 pt.
 
:::0.2 pt. = 0.593 x 0.5 pt.
 
:::0.3 pt. = 0.813 x 0.5 pt.
 
:::0.4 pt. = 0.952 x 0.5 pt.
 
  
:::'''Use  with spans less than 75' in length.'''
+
'''(H2b1.6)'''
:::0.25 pt. = 0.7125 x 0.5 pt.
+
:Suitable anchorage devices for lifting panels may be cast in panels, provided the devices are shown on the shop drawings and approved by the engineer. Panel lengths shall be determined by the contractor and shown on the shop drawings.
  
'''(H2.60) Place near the slab haunching diagram. Omit parts as necessary for double-tee structures.'''
+
'''(H2b1.7)'''
:If girder camber is different from that shown in the camber diagram, <u>adjustment of the slab haunches,</u> an increase in slab thickness or a raise in grade uniformly throughout the structure shall be necessary.  No payment will be made for additional labor or materials required for variation in <u>haunching,</u> slab thickness or grade adjustment.
+
:When squared end panels are used at skewed bents, the skewed portion shall be cast full depth.  No separate payment will be made for additional concrete and reinforcing required.
  
'''(H2.61)'''
+
'''(H2b1.8) References the P3 bars shown in the Plans of Panels. '''
:Concrete in the slab haunches is included in the Estimated Quantities for Slab on <u>Steel</u> <u>Concrete I-Girders</u> <u>Concrete Bulb-tee Girders</u>.
+
:Use #3-P3 bars if panel is skewed 45&deg; or greater.
  
'''(H2.62) Use with non-integral bents for prestressed bridges only.'''
+
'''(H2b1.9)'''
:Prestressing strands at End Bents No. <u>&nbsp;&nbsp;</u> and <u>&nbsp;&nbsp;</u> <u>and Intermediate</u> <u>Bents</u> No. <u>&nbsp;&nbsp;</u> and <u>&nbsp;&nbsp;</u> shall be trimmed to within 1/8 inch of concrete if exposed, or 1 inch of concrete if encased.  Exposed ends of girders shall be given 2 coats of an asphalt paint.  Ends of girders which will be encased in concrete diaphragms shall not be painted.
+
:All reinforcement other than prestressing strands shall be epoxy coated.
  
'''(H2.64)'''
+
'''(H2b1.10) References the panel extension into the diaphragms shown in the Plan of Panels Placement. '''
:(*) In lieu of 2 1/2" outside diameter washers, contractor may substitute a 3/16" (Min. thickness) plate with four 15/16"&oslash; holes and one hardened washer per bolt.
+
:End panels shall be dimensioned 1/2" min. to 1 1/2" max. from the inside face of diaphragm.
  
'''(H2.65)'''
+
'''(H2b1.11) References the S-bars shown in the Plan of Panels Placement. '''
:(**) Bolts shall be tightened to provide a tension of one-half that specified in Sec 712 for high strength bolt installation.  A325 bolts may be substituted for and installed in accordance with the requirements for the specified A307 bolts.
+
:S-bars shown are bottom steel in slab between panels and used with squared and truncated end panels only.
  
'''Note:''' For the location of (*) and (**), see [[751.22_P/S_Concrete_I_Girders#psi details|P/S Concrete I Girder Diaphragms]].
+
'''(H2b1.12)'''
 +
:Cost of S-bars will be considered completely covered by the contract unit price for the slab.
  
'''(H2.66)'''
+
'''(H2b1.13)'''
:All diaphragm materials including bolts, nuts, and washers shall be galvanized.
+
:S-bars are not listed in the bill of reinforcing.
  
'''(H2.67)'''
+
'''(H2b1.14) Place as fifth note under Joint Filler heading in the General Notes. '''
:Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.
+
:Joint filler shall be glued to the <u>girder</u> <u>beam</u>. When thickness exceeds 1 1/2 inches, the joint filler shall be glued top and bottom. The glue used shall be the type recommended by the joint filler manufacturer.
  
'''(H2.68)'''
+
'''(H2b1.15)'''
:Payment for furnishing and installing steel intermediate diaphragms will be considered completely covered by the contract unit price for Steel Intermediate Diaphragm for P/S Concrete Girders.
+
:Precast panels may be in contact with stirrup reinforcing in diaphragms.
  
'''(H2.69)'''
+
'''(H2b1.16) References the transverse S-bars extension into integral end bents shown in the Plan of Panels Placement. '''
:Shop drawings will not be required for steel intermediate diaphragms and angle connections.
+
:Extend S-Bars 18 inches beyond the front face of end bents and int. bents for squared and truncated end panels only.
  
'''(H2.70) Place on the Prestressed I Girder sheet.'''
+
'''(H2b1.17) References the 3/8-inch diameter strands shown in the Plans of Panels. '''
:The 1 1/2"&oslash; holes shall be cast in the web for steel intermediate diaphragms.  Drilling is not allowed.
+
:Any strand 2'-0" or shorter shall have a #4 reinforcing bar on each side of it, centered between strands.  Strands 2'-0" or shorter may then be debonded at the fabricator's option.
  
'''(H2.71)Place on the Prestressed I Girder sheet for stream crossing only.'''
+
'''(H2b1.18)'''
:Place vent holes at or near upgrade 1/3 point of girders and clear reinforcing steel or strands by 1 1/2" minimum and steel intermediate diaphragms bolt connection by 6" minimum.
+
:Support from diaphragm forms is required under the optional skewed end until cast-in-place concrete has reached 3,000 psi compressive strength.
  
 +
'''(H2b1.19) Place under the Bending Diagram for U1 Bar. '''
 +
:U1 Bars may be oriented at right angles to location and spacing shown. U1 Bars shall be placed between P1 Bars.
  
'''Place the following notes on the Prestressed Double-Tee Girder slab sheet.'''
+
'''(H2b1.20) Place as last note under Joint Filler heading in the General Notes. '''
 +
:Edges of panels shall be uniformly seated on the joint filler before slab reinforcement is placed.
  
'''(H2.80)'''
+
'''(H2b1.21)'''
:Slab thickness shall be adjusted for any difference in girder camber from that shown in camber diagram. Concrete in the slab is included in the estimated quantities for Reinforced Concrete Slab Overlay..
+
:Prestressed panels shall be brought to saturated surface-dry (SSD) condition just prior to the deck pour. There shall be no free standing water on the panels or in the area to be cast.
  
'''(H2.81)'''
+
'''(H2b1.22)'''  
:The slab is to be built parallel to grade and to a minimum thickness of <u>&nbsp;&nbsp;</u>" (Except varies from <u>&nbsp;&nbsp;</u>" to <u>&nbsp;&nbsp;</u>" within parabolic crown).
+
:The prestressed panel quantities are not included in the table of estimated quantities for the slab.
 +
 +
'''(H2b1.23) References the transverse S-bars extension beyond the edge of girder or beam shown in the Plan of Panels Placement.'''
 +
:Extend S-bars 9 inches beyond edge of <u>girder</u> <u>beam (Typ.)</u>.
  
 +
'''(H2b1.24) References the panel overhang shown in Section A-A. '''
 +
:Contractor shall ensure proper consolidation under and between panels.
  
'''Place the following notes with the appropriate prestressed "double-tee" girder general notes:.'''
+
'''(H2b1.25) Place as first note under Joint Filler heading in the General Notes. '''
 +
:Joint filler shall be preformed fiber expansion joint material in accordance with Sec 1057 or expanded or extruded polystyrene bedding material in accordance with Sec 1073.
  
'''(H2.82)'''
+
'''(H2b1.26) References the #3-P1 bars in the squared and truncated end panels only shown in the Plans of Squared Panel and Optional Truncated End Panel.'''
:In order to maintain minimum slab thickness it may be necessary to raise the grade uniformly throughout the structure. No payment will be made for additional labor or materials required for variation in thickness or necessary grade adjustment.
+
:For end panels only, P1 bars shall be 2’-0” in length and embedded 12”. P1 bars will not be required for panels at squared integral end bents.  
  
'''(H2.83)'''
+
'''(H2b1.27) References the four #3-P2 bars required below the strands shown in the plans of panels and the section thru the panel. '''
:See girder sheet for girder camber diagram.
+
: #3-P2 bars near edge of panel at bottom (under strands).
  
'''(H2.84)'''
+
'''(H2b1.28) References the bottom transverse slab bars shown in the section near the expansion gap. Not required if there is not an expansion gap on the bridge. '''
:Lifting loops:  Provide lifting loops in each end of double-tee girder, located near center of stem, 2 feet from each end.
+
:S-bars shown are used with skewed end panels, or squared end panels of squared structures only. The #5 S-bars shall extend the width of slab (2'-6" lap if necessary) or to within 3 inches of expansion device assemblies.
  
'''(H2.85)'''
+
'''(H2b1.29) References #3-P1 bars required at expansion gaps shown in the Plan of Optional Skewed End Panel. Not required if there is not an expansion gap on the bridge. '''
:Welded wire fabric:  Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer.
+
:P1 bars not required for integral bents.
  
 +
'''(H2b1.30) References the min. steel reinforcement for openings in slab created by truncated end panels.'''
 +
:For truncated end panels, use a min. of #5-S bars at 6” crossings in openings, or min. 4x4-W7xW7.
  
'''Use the following notes when a prestressed "double-tee" girder is used with a thrie beam bridge rail.'''
 
  
'''(H2.86)'''
+
'''H2b2. Additional Notes for Panels on Concrete Spans'''
:See slab sheet for spacing of rail posts.
 
  
'''(H2.87)'''
+
'''(H2b2.1) Place as third note under Joint Filler heading in the General Notes. '''
:See thrie beam rail sheet for details of bolt spacing at rail posts and anchor bolt lengths.
+
:Thicker material may be used on one or both sides of the <u>girder</u> <u>beam</u> to reduce cast-in-place concrete thickness to within tolerances.
  
'''(H2.88)'''
+
'''(H2b2.6) Place as fourth note under Joint Filler heading in the General Notes. '''
:<math>\, *</math> Length of coil tie rods at exterior girders at end bents = <u>&nbsp;</u>'-<u>&nbsp;</u>".
+
:The same thickness of preformed fiber expansion joint material shall be used under any one edge of any panel except at locations where top flange thickness may be stepped. The maximum change in thickness between adjacent panels shall be 1/4 inch. The polystyrene bedding material may be cut with a transition to match haunch height above top of flange.
  
'''(H2.89)'''
+
'''(H2b2.7) References the top flange thickness shown in Section A-A. '''
:(<math>\, *</math>) At the contractor's option, rectangular fill plates may be used in lieu of diamond fill plates as shown in Optional Detail "B".
+
:At the contractor's option, the variation in slab thickness over prestressed panels may be eliminated or reduced by increasing and varying the <u>girder</u> <u>beam</u> top flange thickness.  Dimensions shall be shown on the shop drawings.
  
==== H2d. Prestressed NU Girders ====
+
'''(H2b2.8) References the slab thickness above the panel shown in Section A-A. '''
 +
:Slab thickness over prestressed panels varies due to <u>girder</u> <u>beam</u> camber. In order to maintain minimum slab thickness, it may be necessary to raise the grade uniformly throughout the structure.  No payment will be made for additional labor or materials required for necessary grade adjustment.
  
'''General Notes: Prestressed NU Girders'''
+
'''(H2b2.10) Place as second note under Joint Filler heading in the General Notes. '''
 +
:Use Slab Haunching Diagram on Sheet No. __ for determining thickness of joint filler within the limits noted in the table of Joint Filler Dimensions.
  
'''(H2.90)'''
 
:Cost of furnishing, galvanizing and installing the 1/2" bearing plate (ASTM A709 Grade 36) and welded studs in the prestressed girder will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder.
 
  
'''(H2.91)'''
+
'''H2b3. Additional Notes for Panels on Steel Spans'''
:Cost of 3/4"&oslash; coil tie rods placed in diaphragms will be considered completely covered by the contract unit price for Prestressed Concrete NU-Girder.
 
  
'''(H2.92)'''
+
'''(H2b3.1) Place as third note under Joint Filler heading in the General Notes. '''
:Girders shall be lifted by devices designed by the fabricator.
+
:Thicker material shall be used on one or both sides of the <u>girder</u> <u>beam</u> to reduce cast-in-place concrete thickness to within tolerances.  
  
'''(H2.93)'''
+
'''(H2b3.2) Place as fourth note under Joint Filler heading in the General Notes. '''
:<math>\, ***</math> Girder top flange shall be steel troweled to a smooth finish for 8" at the edges, as shown.  Bond breaker shall be applied to this region only.  The center portion shall be rough finished by scarifying the surface transversely with a wire brush, and no laitance shall remain on the surface.
+
:The same thickness of material shall be used under any one edge of any panel except at splices, and the maximum change in thickness between adjacent panels shall be 1/4 inch to correct for variations from <u>Girder</u> <u>Beam</u> Camber Diagram.  The polystyrene bedding material may be cut to match haunch height above top of flange.
  
'''(H2.94)'''
+
'''(H2b3.3) References the slab thickness above the panel shown in Section A-A. '''
:Reinforcing steel shall conform to the requirements of AASHTO M 31, Grade 60Welded Wire Reinforcement (WWR) shall conform to the requirements of AASHTO M 221.
+
:Adjustment in the slab thickness, joint filler, or grade will be necessary if the <u>girder</u> <u>beam</u> camber after erection differs from plan camber by more than the % of dead load deflection due to the weight of structural steelNo payment will be made for additional labor or materials for the adjustment.
  
'''(H2.95)'''
+
'''(H2b3.5) Place as second note under Joint Filler heading in the General Notes. '''
:The 1 1/2"&oslash; holes shall be cast in the web for steel intermediate diaphragms.
+
:The thickness of the joint filler shall be adjusted to achieve the slab haunching dimension found on Sheet No. __.  These adjustments shall be within the limits noted in the table of Joint Filler Dimensions.
  
'''(H2.96)'''
+
==== H2c. Prestressed Girders and Beams====
:Drilling is not allowed.
 
  
 +
'''H2c1. Notes for all Girders and Beams. Place in general notes unless otherwise specified. '''
  
'''Note to Detailer:'''<br/>Use standard notes from Prestressed Girders & Prestressed Panels and Concrete - Prestressed Girders listed below.
+
'''(H2c1.1)'''
 +
:Concrete for prestressed <u>girders</u> <u>beams</u> shall be Class A-1 with f'<sub>c</sub> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi and f'<sub>ci</sub> = <u>&nbsp;&nbsp;&nbsp;&nbsp;</u> psi.
  
 +
'''(H2c1.3)'''
 +
:Use ___, <u>1/2</u> <u>0.6</u>"ø, Grade 270, strands with an initial prestress force of <u>&nbsp;&nbsp;&nbsp;</u> kips.
  
'''Prestressed Girders & Prestressed Panels:'''
+
'''(H2c1.4) '''
:C2.1, C2.2, C2.3 & C2.4
+
:Pretensioned members shall be in accordance with Sec 1029.
  
'''Concrete - Prestressed Girders'''
+
'''(H2c1.5) '''
:H2.41, H2.42, H2.43, H2.44, H2.45, H2.48, H2.49, H2.52, H2.71 & H2.88
+
:Fabricator shall be responsible for location and design of lifting devices.  
  
=== H3. Bearings ===
+
'''(H2c1.7) All girders and beams except double-tee girders. Use top flange blockout for NU girders only.'''
 +
:Exterior and interior <u>girders</u> <u>beams</u> are the same, except for coil ties <u>,</u> <u>and</u> <u>top flange blockout</u> <u>,</u> <u>and</u> <u>coil inserts for</u> <u>slab drains</u> <u>and</u> <u>holes for steel intermediate diaphragms</u> <u>and holes for #6 bar</u>.
 +
 +
'''(H2c1.9) Use when the camber diagram is placed on another sheet. '''
 +
:For <u>Girder</u> <u>Beam</u> Camber Diagram, see Sheet No. __.  
  
 +
<div id="(H2c1.10)"></div>
 +
'''(H2c1.10) Use when steel intermediate diaphragms are present.'''
 +
:The 1 1/2"ø holes shall be cast in the web for steel intermediate diaphragms. Drilling is not allowed. For location of holes and details of steel intermediate diaphragms, see Sheet No. __.
  
==== H3a. Type C & D ====
+
'''(H2c1.15) Use when slab drains are present.  Use <u>drain blockouts</u> for double-tee girders, otherwise use <u>coil inserts at slab drains</u>. '''
 +
:For location of <u>coil inserts at slab drains</u> <u>drain blockouts</u>, see Sheet No. __.  
  
'''The following notes apply to Type "C" Bearings.'''
+
'''(H2c1.25) Place near vent hole details for stream crossings only for girder structures. Use <u>(one end only)</u> for flat grades otherwise use <u>upgrade</u>. '''
 +
:Place vent holes at or near <u>upgrade</u> 1/3 point of girders <u>(one end only)</u> and clear reinforcing steel and strands by 1 1/2" minimum <u>and steel intermediate diaphragms bolt connection by 6" minimum</u>. 
  
'''(H3.1)'''
+
<div id="(H2c1.38)"></div>
:Anchor rods for Type "C" bearings shall be 1"&oslash; ASTM F1554 Grade 55 swedged rods, with no heads or nuts and shall extend 10" into the concrete. Swedging shall be 1" less than the extension into the concrete.  Anchor rods shall be set during the placing of concrete or grouted in the anchor rod wells prior to the erection of steelThe top of anchor rods shall be set approximately 1/4" below the top of bearing.
+
'''(H2c1.38) Use <u>and #6 bars</u> for Bulb-Tee girders and NU-girders. '''
 +
:For location of coil ties <u>and #6 bars</u> at concrete bent diaphragms, see Sheet<u>s</u> No. __<u>and</u> __.   
  
'''(H3.2)'''
+
'''(H2c1.39) Place note near coil tie detail for Bulb-Tee girders and NU-girders '''
:Anchor rods shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
+
:Cast 1”Ø hole horizontally in girder for #6 bar 5’-6" long and clear reinforcing steel or strands by 1 1/2" minimum.
 +
 +
'''(H2c1.44) Place near strand arrangement detail when strands are debonded (primarily with beams).'''
 +
:All strands are fully bonded unless otherwise noted.
  
'''(H3.3)'''
+
'''(H2c1.46) Place near strands at girder or beam ends detail with non-integral bents. Adjust the details accordingly. '''
:Weight of the anchor rods for the bearings are included in the weight of the Fabricated Structural Steel.
+
:Prestressing strands at End Bents No. __ and __ <u>and Intermediate</u> <u>Bents</u> No.    and    shall be trimmed to within 1/8 inch of concrete if exposed, or 1 inch of concrete if encased. Exposed ends of girders shall be given 2 coats of an asphalt paint. Ends of girders which will be encased in concrete diaphragms shall not be painted.  
  
'''(H3.4)'''
 
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
 
  
'''(H3.5)'''
+
'''H2c2. Additional NU-Girder Notes. Place with H2c1 general notes.'''  
:Shop drawings are not required for the lead plates and the preformed fabric pads.
 
  
 +
<div id="(H2c2.2)"></div>
 +
'''(H2c2.2) Use for NU 35 and NU 43 only '''
 +
:The contractor shall provide bracing necessary for lateral and torsional stability of the girders during construction of the concrete slab and remove the bracing after the slab has attained 75% design strength. Contractor shall not drill holes in the girders. 
  
'''The following notes apply to Type "D" Bearings.'''
+
'''(H2c2.3) '''
 +
:Alternate bar reinforcing steel details are provided and may be used. The same type of reinforcing steel shall be used for all girders in all spans. 
  
'''(H3.6)'''
+
<div id="(H2c2.10)"></div>
:Anchor rods for Type "D" bearings shall be <u>1 1/4"&oslash;</u> <u>1 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged rods and shall extend <u>12"</u> <u>15"</u> into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Use ASTM F436 hardened washers for the fixed bearings and no heavy hexagon nuts or hardened washers for the expansion bearings.  Swedging shall be 1" less than extension into the concrete.
 
  
'''(H3.7)'''
+
'''H2c3. Additional Double-Tee Girder Notes. Place with H2c1 general notes.  '''
:Anchor rods, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
 
  
'''(H3.8)'''
+
'''(H2c3.1) '''
:Weight of the anchor rods, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.
+
:Girders shall be handled and erected into position in a manner that will not impair the strength of the girder.  
  
'''(H3.9)'''
+
'''(H2c3.2) '''
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
+
:The vertical face of the exterior girder that will be in contact with the slab shall be roughened by sand blasting, or other approved methods, to provide suitable bond between girder and slab.  
  
'''(H3.10)'''
+
'''(H2c3.3) '''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
:All exposed edges of concrete shall have a 1/2" radius or a 3/8" bevel, unless otherwise noted.  
  
 +
'''(H2c3.4) '''
 +
:Payment for edge block will be considered completely covered by the contract unit price for the double-tee girders.
  
'''The following note applies to Type "D" Bearings Modified.'''
+
'''(H2c3.5) '''
 +
:Provide lifting loops in each end of double-tee girder, located near center of stem, 2 feet from each end. 
  
'''(H3.11)'''
+
'''(H2c3.6) '''
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
+
:Adequate reinforcing other than the specified welded wire fabric may be used with the approval of the engineer.
  
==== H3b. Type E ====
+
'''Use notes H2c3.10 and H2c3.11 when a thrie beam bridge rail is used.  '''
  
'''The following notes apply to Type "E" Bearings.'''
+
'''(H2c3.10) '''
 +
:See slab sheet for spacing of rail posts. 
  
'''(H3.15)'''
+
'''(H2c3.11) '''
:Anchor rods for Type "E" bearings shall be <u>1 1/4"&oslash;</u> <u>1 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged rods and shall extend <u>12"</u> <u>15"</u> into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Use ASTM F436 hardened washers for the fixed bearings and no heavy hexagon nuts or hardened washers for the expansion bearingsSwedging shall be 1" less than extension into the concrete.
+
:See thrie beam rail sheet for details of bolt spacing at rail posts and anchor bolt lengths.   
  
'''(H3.16''')
+
<div id="H2c4. Additional Prestressed Concrete Box Beam Notes"></div>
:Anchor rods, hardened washers and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).  
 
  
'''(H3.17)'''
+
'''H2c4. Blank'''
:Weight of the anchor rods, hardened washers and heavy hexagon nuts for bearings are included in the weight of the Fabricated Structural Steel.
 
  
'''(H3.18)'''
 
:"[[Image:751.50 finish mark.gif]]" Indicates machine finish surface.
 
  
'''(H3.19)'''
+
'''H2c5. Blank  '''
:[[Image:751.50 circled 1.gif]] bonded lubricant
+
  
'''(H3.20)'''
+
'''H2c6. Camber Diagram & Slab Haunching or Slab Thickness Diagram  '''
:A lubricant coating shall be applied in the shop to both mating surfaces of the bearing assembly.  The lubricant, method of cleaning, and application shall meet the requirements of MIL-L-23398 and MIL-L-46147.  The coated areas shall be protected for shipping and erection.
+
<div id="(H2c6.1)"></div>
  
'''(H3.21)'''
+
'''(H2c6.1) Place with camber diagram '''<font color="purple">[MS Cell]</font color="purple">''' for all girders and beams. '''
:Shop drawings are not required for the lead plates and the preformed fabric pads.
+
:Conversion factors for <u>girder</u> <u>beam</u> camber (Estimated at 90 days): 
  
 +
:'''Use with spans 75' and greater in length. '''
 +
:0.1 pt. = 0.314 x 0.5 pt.
 +
:0.2 pt. = 0.593 x 0.5 pt.
 +
:0.3 pt. = 0.813 x 0.5 pt.
 +
:0.4 pt. = 0.952 x 0.5 pt.
  
'''The following note apply to Type "E" Bearings Modified.'''
+
:'''Use with spans less than 75' in length. '''
 +
:0.25 pt. = 0.7125 x 0.5 pt.
 +
<div id="Place notes H2c6.10 thru H2c6.14"></div>
 +
'''Place notes H2c6.10 thru H2c6.14 with slab haunching diagram '''<font color="purple">[MS Cell]</font color="purple">''' (slab thickness diagram '''<font color="purple">[MS Cell]</font color="purple">''' for double-tee girders and adjacent beams). '''
  
'''(H3.22)'''
+
'''(H2c6.10) Omit underlined haunch segments for double-tee girders and adjacent beams.  The minimum embedment sentence is not applicable for Box Beams. Omit hairpin bar when not used on the plan details.'''
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
+
:If <u>girder</u> <u>beam</u> camber is different from that shown in the camber diagram, in order to maintain minimum slab thickness, <u>an adjustment of the slab haunches,</u> an increase in slab thickness or a raise in grade uniformly throughout the structure shall be necessary. <u>The haunch shall be limited to ensure the projecting girder reinforcement</u> <u>or hairpin bar</u> <u>is embedded into slab at least 2 inches.</u> No payment will be made for additional labor or materials required for variation in <u>haunching,</u> slab thickness or grade adjustment.
  
==== H3c. Type N PTFE ====
+
'''(H2c6.11) Omit “haunches” for double-tee girders and adjacent beams.  '''
 +
:Concrete in the slab <u>haunches</u> is included in the Estimated Quantities for Slab on Concrete <u>I-Girder</u> <u>Bulb-Tee Girder</u> <u>NU-Girder</u> <u>Beam</u> <u>Adjacent Beam</u>. 
  
'''(H3.25)'''
+
'''(H2c6.13) Use only for double-tee girders and adjacent beams.  Underline part only required when the slab thickness within parabolic crown is less than the minimum slab thickness.  A = minimum slab thickness.  B = slab thickness at crown centerline.  '''
:Anchor rods shall be <u>1 1/2"&oslash;</u> <u>2"&oslash;</u> <u>2 1/2"&oslash;</u> <u>3"&oslash;</u> ASTM F1554 Grade 55 swedged rods and shall extend <u>15"</u> <u>18"</u> <u>25"</u> <u>&nbsp;&nbsp;"</u> into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be providedSwedging shall be 1" less than extension into the concrete.
+
:The slab is to be built parallel to grade and to a minimum thickness of '''''A''''' <u>(Except varies from '''''A''''' to '''''B''''' within parabolic crown)</u>.   
  
'''(H3.26)'''
+
'''(H2c6.14) Use only if the camber diagram is located on the girder or beam sheet.  '''
:All structural steel for the anchor rods and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
+
:See <u>girder</u> <u>beam</u> sheet for <u>girder</u> <u>beam</u> camber diagram.
  
'''(H3.27)'''
 
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
 
  
'''(H3.28)'''
+
'''H2c7. Steel Intermediate Diaphragms '''  
:Anchor rod shall be at the centerline of slotted hole at 60&deg;F. Bearing position shall be adjusted '''R''' for each 10&deg; fall or rise in temperature at installation.
 
  
 +
'''(H2c7.1) For the location of (*), see [http://epg.modot.org/index.php?title=751.22_P/S_Concrete_I_Girders#751.22.3.13_Intermediate_Diaphragms EPG 751.22.3.13 Intermediate Diaphragms].  '''
 +
:(*) In lieu of 2 1/2" outside diameter washers, contractor may substitute a 3/16" (Min. thickness) plate with four 15/16"ø holes and one hardened washer per bolt.
  
'''Use the following note when ASTM A709 Grade 50W steel is not used for superstructure.'''
+
'''(H2c7.2) For the location of (**), see [http://epg.modot.org/index.php?title=751.22_P/S_Concrete_I_Girders#751.22.3.13_Intermediate_Diaphragms EPG 751.22.3.13 Intermediate Diaphragms].  '''
 +
:(**) Bolts shall be tightened to provide a tension of one-half that specified in Sec 712 for high strength bolt installation. ASTM F3125 Grade A325 Type 1 bolts may be substituted for and installed in accordance with the requirements for the specified A307 bolts.
  
'''(H3.29) Use grade per Design Comps.'''
+
'''(H2c7.3) '''
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).  The stainless steel plate shall be protected from any coating.
+
:All diaphragm materials including bolts, nuts, and washers shall be galvanized.  
  
 +
'''(H2c7.4) '''
 +
:Fabricated structural steel shall be ASTM A709 Grade 36 except as noted.
  
'''Use the following note when ASTM A709 Grade 50W steel is used for superstructure.'''
+
'''(H2c7.5) '''
 +
:Payment for furnishing and installing steel intermediate diaphragms will be considered completely covered by the contract unit price for Steel Intermediate Diaphragm for P/S Concrete Girders.
  
'''(H3.29.1)'''
+
'''(H2c7.6) '''
:Structural steel for sole plate shall be ASTM A709 Grade 50WThe anchor rods and welds shall have corrosion resistance and weathering characteristics compatible with the base material.
+
:Shop drawings will not be required for steel intermediate diaphragms and angle connections.
 +
 
 +
   
 +
'''H2c8. Concrete Diaphragms at Intermediate Bents '''
  
'''(H3.30)'''
+
'''(H2c8.1) Place near diaphragm details for all girders and beams except for double-tee girders at the following grades: 16” > 5%, 22” > 4% and 30” > 3%. '''
:Type N PTFE Bearings shall be in accordance with Sec 716.
+
:Diaphragms at intermediate bents shall be built vertical.
  
'''(H3.32)'''
+
=== H3. Bearings ===
:Stopper plates <u>and straps</u> shall be provided to prevent loss of support due to creeping of PTFE bearings.  Payment for fabricating and installing the stopper plates <u>and straps</u> will be considered completely covered by the contract unit price for Type N PTFE Bearing.
 
  
'''(H3.33)'''
 
:The bottom face of the 1/8" stainless steel plate that is welded to the sole plate shall be lubricated with a lubricant that is approved by the bearing manufacturer.
 
  
==== H3d. Laminated Neoprene Pad Assembly ====
+
==== H3a. Type C & D ====
  
'''(H3.45)'''
+
'''The following notes apply to Type C Bearings.'''
:Anchor rods shall be <u>1 1/2"&oslash;</u> <u>2"&oslash;</u> <u>2 1/2"&oslash;</u> <u>3"&oslash;</u> ASTM F1554 Grade 55 swedged rods and shall extend <u>15"</u> <u>18"</u> <u>25"</u> <u>&nbsp;&nbsp;"</u> into the concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Swedging shall be 1" less than extension into the concrete.
 
  
'''(H3.46)'''
+
'''(H3.1)'''
:All structural steel for the anchor rods and heavy hexagon nuts shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
+
:Anchor bolts for Type C bearings shall be 1"ø ASTM F1554 Grade 55 swedged bolts, with no heads or nuts and shall extend 10" into the concrete. Swedging shall be 1" less than the extension into the concrete. Anchor bolts shall be set in the drilling holes or in the anchor bolt wells and grouted prior to the erection of steel. The top of anchor bolts shall be set approximately 1/4" below the top of bearing.  
  
'''(H3.47)'''
+
'''(H3.2)'''
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
+
:Anchor bolts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
  
'''(H3.48)'''
+
'''(H3.3)'''
:Anchor rod shall be at the centerline of slotted hole at 60&deg;F. Bearing position shall be adjusted '''R''' for each 10&deg; fall or rise in temperature at installation.
+
:Weight of the anchor bolts for the bearings are included in the weight of the Fabricated Structural Steel.
  
'''(H3.49) Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure.'''
+
'''(H3.4) <font color="purple">[MS Cell]</font color="purple">'''
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum).
+
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
'''(H3.49.1) Use when ASTM A709 Grade 50W steel is used for superstructure.'''
+
'''(H3.5)'''
:Structural steel for sole plate shall be ASTM A709 Grade 50W.  The anchor rods and welds shall have corrosion resistance and weathering characteristics compatible with the base material.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H3.50)'''
 
:Laminated Neoprene Bearing Pad Assembly shall be in accordance with Sec 716.
 
  
==== H3e. Flat Plate, Rolled Steel Plates (Deck Girders) & Carbon Steel Castings (Truss) ====
+
'''The following notes apply to Type D Bearings.'''
  
'''The following notes apply to Flat Plate Bearings.'''
+
'''(H3.6)'''
 +
:Anchor bolts for Type D bearings shall be <u>1 1/4"&oslash;</u> <u>1 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged bolts and shall extend <u>12"</u> <u>15"</u> into the concrete with ASTM A563 Grade A Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Use ASTM F436 hardened washers for the fixed bearings and no heavy hex nuts or hardened washers for the expansion bearings.  Swedging shall be 1" less than extension into the concrete.
  
'''(H3.65)'''
+
'''(H3.7)'''
:Flat plate bearings shall be straightened to plane surfaces.
+
:Anchor bolts, hardened washers and heavy hex nuts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].  
  
'''(H3.66)'''
+
'''(H3.8)'''
:Anchor rods shall be 1"&oslash; ASTM F1554 Grade 55 swedged rods, 10" long with no heads or nuts.  Top of anchor rods shall be set approximately 1/2" above top of bottom flange.
+
:Weight of the anchor bolts, hardened washers and heavy hex nuts for bearings are included in the weight of the Fabricated Structural Steel.
  
'''(H3.67)'''
+
'''(H3.9) <font color="purple">[MS Cell]</font color="purple">'''
:Bottom flange of beam <u>and bevel</u> plate shall have 1 1/4"&oslash; holes at fixed end and 1 1/4" x 2 1/2" slots at expansion end.
+
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
'''(H3.68)'''
+
'''(H3.10)'''
 
:Shop drawings are not required for the lead plates and the preformed fabric pads.
 
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
'''(H3.69)'''
 
:Weight of the anchor rods for bearings are included in the weight of the Fabricated Structural Steel.
 
  
 +
'''The following note applies to Type D Bearings Modified.'''
  
'''The following notes apply to Rolled Steel Bearing Plates (Deck Girder Repair and Widening).'''
+
'''(H3.11)'''
 +
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
  
'''(H3.70)'''
+
==== H3b. Type E ====
:Material shall be ASTM A709 Grade 36 steel.  Holes in 7/8" plates for 3/4" x 2 1/4" and 1 1/2" x 3" anchors shall be made for a driving fit.  After anchors are driven in place, anchors shall be lightly tack welded to the 7/8" plates.
 
  
'''(H3.71)'''
+
'''The following notes apply to Type E Bearings.'''
:Edge "A" shall be rounded (1/16" to 1/8" radius).
 
  
 +
'''(H3.15)'''
 +
:Anchor bolts for Type E bearings shall be <u>1 1/4"&oslash;</u> <u>1 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged bolts and shall extend <u>12"</u> <u>15"</u> into the concrete with ASTM A563 Grade A Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Use ASTM F436 hardened washers for the fixed bearings and no heavy hex nuts or hardened washers for the expansion bearings.  Swedging shall be 1" less than extension into the concrete.
  
'''The following notes apply to Carbon Steel Casting (Truss).'''
+
'''(H3.16''')
 +
:Anchor bolts, hardened washers and heavy hex nuts shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
  
'''(H3.75)'''
+
'''(H3.17)'''
:All fillets shall have a 3/4" radius.
+
:Weight of the anchor bolts, hardened washers and heavy hex nuts for bearings are included in the weight of the Fabricated Structural Steel.
  
'''(H3.76)'''
+
'''(H3.18) <font color="purple">[MS Cell]</font color="purple">'''
:Anchor rods shall be 1 1/2"&oslash; ASTM F1554 Grade 55 swedge rods and shall extend 15" into concrete with AASHTO M291 (ASTM A563) Grade A Hex or Heavy Hex nuts. Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided. Furnish one 4"&oslash; pin, AISI C1042, with 2 heavy hexagon pin nuts.
+
:[[Image:751.50 finish mark.gif]] Indicates machine finish surface.
  
'''(H3.77)'''
+
'''(H3.20)'''
:Material for bearing shall be carbon steel castings and will be considered completely covered by the contract unit price for Carbon Steel CastingsPins, anchor rods, heavy hexagon nuts, pipe and rolled steel bearing plates will be considered completely covered by the contract unit price for Structural Carbon Steel.
+
:A lubricant coating shall be applied in the shop to both mating surfaces of the bearing assemblyThe lubricant, method of cleaning, and application shall meet the requirements of MIL-L-23398 and MIL-L-46147.  The coated areas shall be protected for shipping and erection.
  
'''(H3.78)'''
+
'''(H3.21)'''
 
:Shop drawings are not required for the lead plates and the preformed fabric pads.
 
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
=== H4. Conduit System ===
 
  
'''(H4.1)'''
+
'''The following note applies to Type E Bearings Modified.'''
:Cost of furnishing and placing anchor bolts for light standard will be considered completely covered by the contract unit price for other items.
 
  
'''(H4.2) Use for all conduits to be encased in concrete, except 3 in. minimum cover is not possible in slab.'''
+
'''(H3.22)'''
:All conduits shall be rigid nonmetallic schedule 40 heavy wall polyvinyl chloride (PVC) <u>with 3" minimum cover in concrete</u>.  Each section of conduit shall bear the Underwriters Laboratories (UL) label.
+
:Place the heads of 3/4"&oslash; bolts on the bottom side of the top bearing plate.
  
'''Use Notes (H.4.2.1) and (H4.2.2) for all conduits when conduit clamps are required.'''
+
==== H3c. Type N PTFE ====
  
'''(H4.2.1)'''
+
'''(H3.24)'''  
:All conduit clamps shall be commercially-available, nonmetallic conduit clamps and approved by the engineer.
+
:Design coefficient of friction equals 0.06.
  
'''(H4.2.2)'''  
+
'''(H3.25)'''
:Anchor bolts and nuts shall be AASHTO M314-90 Grade 55. Anchor bolts, nuts and washers shall be fully galvanized.  
+
:Anchor bolts shall be <u>1 1/2"&oslash;</u> <u>2"&oslash;</u> <u>2 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged bolts and shall extend <u>15"</u> <u>18"</u> <u>25"</u> into the concrete with ASTM A563 Grade A Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Swedging shall be 1" less than extension into the concrete.
  
'''(H4.3)'''
+
'''(H3.26) Remove underline portion when superstructure is galvanized.'''
:Shift reinforcing steel in field where necessary to clear conduit and junction boxes.
+
:Anchor bolts and heavy hex nuts shall be <u>coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or</u> galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
  
'''(H4.4)'''
+
'''(H3.27)'''
:Light standards, wiring and fixtures shall be furnished and installed by others.
+
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
  
'''(H4.5)'''
+
'''(H3.28)'''
:Top of light standard supports shall be made horizontal; anchor bolts shall be placed vertically.
+
:Anchor bolts shall be at the centerline of slotted hole at 60&deg;F. Bearing position shall be adjusted '''R''' for each 10&deg; fall or rise in temperature at installation.
  
'''(H4.6)'''
 
:For details of <u>light standards,</u> <u>underdeck lighting,</u> <u>and wiring</u>, see electrical plans.
 
  
'''(H4.7) Use for conduits to be encased in concrete at open, closed or filled joints. Use 150 F, 120 F for steel superstructure.  Use 120 F, 110 F for concrete superstructure.  Modify note to include giving the total expansion movement per expansion fitting if multiple fittings are used and movement is different, and delineate fittings on plans.'''
+
'''Use the following note when ASTM A709 Grade 50W steel is not used for superstructure and when steel superstructure is not galvanized.'''
:Expansion fittings shall be placed as shown and set in accordance with the manufacturer's requirements and based on the air temperature at the time of setting given an estimated total expansion movement of<u>&nbsp;&nbsp;&nbsp; inches at open joints</u> <u>and</u> <u>&nbsp;&nbsp;&nbsp; inches at filled joints</u> using a maximum temperature range of <u>150</u> <u>120</u> F and a maximum temperature of <u>120</u> <u>110</u> F.
 
  
'''(H4.7.1) Use for conduits not to be encased in concrete and for structures with open or closed joints in the superstructure.'''
+
'''(H3.29) Use grade per Design Comps.'''
:Expansion fittings shall be placed as shown and set in accordance with the manufacturer's requirements and based on the air temperature at the time of setting given an estimated total expansion movement of<u>&nbsp;&nbsp;&nbsp; inches at open joints</u> <u>and</u> <u>&nbsp;&nbsp;&nbsp; inches at closed joints</u> using a maximum temperature range of 110 F. Additional expansion fittings beyond what is specified on the bridge plans shall be provided and placed in accordance with the conduit manufacturer’s recommendations.
+
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum. The stainless steel plate shall be protected from any coating.
  
'''(H.4.7.2) Use for conduits not to be encased in concrete and for structures without open or closed joints in the superstructure.'''
+
<div id="Use the following note when ASTM A709 Grade 50W steel"></div>
:Additional expansion fittings beyond what is specified on the bridge plans shall be provided and placed in accordance with the conduit manufacturer’s recommendations.
+
'''Use the following note when ASTM A709 Grade 50W steel is used for superstructure. Use the underlined portion at/near expansion joints where bearings are within the coating limits as required in [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081.10.3.4].'''
 +
<div id="(H3.29.1)"></div>
 +
'''(H3.29.1)'''
 +
:Structural steel for sole plate shall be ASTM A709 Grade 50W <u>and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum. The stainless steel plate shall be protected from any coating</u>.  The welds shall have corrosion resistance and weathering characteristics compatible with the base material.
 +
<div id="(H3.29.2)"></div>
 +
'''Use the following note when steel superstructure is galvanized. '''
  
'''(H4.7.3) Use for multiple conduits to be encased in concrete.'''  
+
'''(H3.29.2)'''
:Minimum clearance preferred between conduits placed in the safety barrier curb shall be 1”.  
+
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081]. The stainless steel plate shall be protected from galvanizing.  Galvanizing material shall be omitted or removed one inch clear of field weld locations. The method used to omit or remove the galvanizing material shall be masking, grinding or other methods as approved by the engineer. Field galvanize the field weld area in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081] by zinc alloy stick method.
  
'''(H4.8) Use "surface" mounting, except adjacent to sidewalks, where mounting box on existing concrete.  Use "flush" mounting where box is to be encased in concrete.'''
+
'''(H3.30)'''
:All end bent and <u>safety barrier curb</u> junction boxes shall be PVC molded in accordance with SEc 1062 and designed for <u>flush</u> <u>surface</u> mounting.  The conduit terminations shall be permanent or separable.  The terminations and covers shall be of watertight construction and shall meet requirements for NEMA 4 enclosure.
+
:Type N PTFE Bearings shall be in accordance with Sec 716.
  
'''(H4.8.1) Use for all junction boxes to be encased in concrete at the roadway face of the safety barrier curb.'''
+
'''(H3.31)'''
:Placement of junction boxes and covers complete-in-place shall be flush with the roadway face of the safety barrier curb. Junction boxes and covers may be recessed up to ¼”.
+
:PTFE surface shall be fabricated as a single piece. Splicing will not be permitted.  
  
'''(H4.9) Use for all conduits not to be encased in concrete.'''
+
'''(H3.32)'''
:Weep holes shall be provided at low points or other critical locations to drain any moisture in the conduit systemConduit shall be sloped to drain.
+
:Stopper plates <u>and straps</u> shall be provided to prevent loss of support due to creeping of PTFE bearingsPayment for fabricating and installing the stopper plates <u>and straps</u> will be considered completely covered by the contract unit price for Type N PTFE Bearing.
  
'''(H4.9.1) Use for all conduits to be encased in concrete.'''  
+
'''(H3.33)'''
:Drainage shall be provided at low points or other critical locations of all conduits and all junction boxes in accordance with Sec 707.  All conduits shall be sloped to drain where possible.
+
:The bottom face of the 1/8" stainless steel plate that is welded to the sole plate shall be lubricated with a lubricant that is approved by the bearing manufacturer.
  
'''(H4.10) Use for conduit not encased in concrete.'''
+
==== H3d. Laminated Neoprene Pad Assembly ====
:All conduits shall be secured to concrete with nonmetallic clamps at about 5'-0" cts.  Concrete anchors for clamps shall be in accordance with Federal Specification FF-S-325, Group II, Type 4, Class I and shall be galvanized in accordance with ASTM -153, B695-91 Class 50 or stainless steel.  Minimum embedment in concrete shall be 1 3/4".  The supplier shall furnish a manufacturer's certification that the concrete anchors meet the required material and galvanizing specifications.
 
  
'''(H4.11) Use for payment of Conduit System.'''
+
'''(H3.45)'''
:Payment for furnishing and installing Conduit System, complete-in-place, will be considered completely covered by the contract lump sum price for Conduit System on Structure.
+
:Anchor bolts shall be <u>1 1/2"&oslash;</u> <u>2"&oslash;</u> <u>2 1/2"&oslash;</u> ASTM F1554 Grade 55 swedged bolts and shall extend <u>15"</u> <u>18"</u> <u>25"</u> into the concrete with ASTM A563 Grade A Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Swedging shall be 1" less than extension into the concrete.
  
=== H5. Expansion Devices ===
+
'''(H3.46) Remove underline portion when superstructure is galvanized.'''
 +
:Anchor bolts and heavy hex nuts shall be <u>coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or</u> galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
  
 +
'''(H3.47)'''
 +
:Neoprene Elastomeric Pads shall be <u>60</u> <u>70</u> Durometer.
  
==== H5a. Finger Plate ====
+
'''(H3.48)'''
 +
:Anchor bolts shall be at the centerline of slotted hole at 60&deg;F. Bearing position shall be adjusted '''R''' for each 10&deg; fall or rise in temperature at installation.
  
'''(H5.1For stage construction or other special cases, see Structural Project Manager.'''
+
'''(H3.49Use grade per Design Comps. Use when ASTM A709 Grade 50W steel is not used for superstructure and when steel superstructure is not galvanized. '''
:Finger plate shall be cut with a machine guided gas torch from one plate. The plate from which fingers are cut may be spliced before fingers are cut.  The surface of cut shall be perpendicular to the surface of plate.  The cut shall not exceed 1/8" in width. The centerline of cut shall not deviate more than 1/16" from the position of centerline of cut shown. No splicing of finger plate or finger plate assembly will be allowed after fingers are cut. The expansion device shall be fabricated and installed to the crown and grade of the roadway.
+
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.
 +
<div id="(H3.49.1) Use when ASTM A709 Grade 50W steel"></div>
 +
'''(H3.49.1) Use when ASTM A709 Grade 50W steel is used for superstructure. Use the underlined portion at/near expansion joints where bearings are within the coating limits as required in [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081.10.3.4].'''
 +
:Structural steel for sole plate shall be ASTM A709 Grade 50W <u>and shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum</u>.  The welds shall have corrosion resistance and weathering characteristics compatible with the base material.
 +
<div id="(H3.49.2)"></div>
 +
'''(H3.49.2) Use the following note when steel superstructure is galvanized.'''
 +
:Structural steel for sole plate shall be ASTM A709 Grade <u>36</u> <u>50</u> and shall be galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081]. Galvanizing material shall be omitted or removed one inch clear of field weld locations. The method used to omit or remove the galvanizing material shall be masking, grinding or other methods as approved by the engineer. Field galvanize the field weld area in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081] by zinc alloy stick method.
  
'''(H5.2)'''
+
'''(H3.50)'''
:Plan dimensions are based on installation at 60&deg;F.  The expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
+
:Laminated Neoprene Bearing Pad Assembly shall be in accordance with Sec 716.
  
'''(H5.3)'''
+
==== H3e. Flat Plate, Rolled Steel Plates (Deck Girders) & Carbon Steel Castings (Truss) ====
:Material for the expansion device shall be ASTM A709 Grade 36 structural steel.  Anchors for the expansion device shall be in accordance with Sec 1037.
 
  
'''(H5.4)'''
+
'''The following notes apply to Flat Plate Bearings.'''
:Structural steel for the expansion device and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123.  Anchors need not be protected from overspray.
 
  
'''(H5.5)'''
+
'''(H3.65)'''
:Payment for furnishing, coating or galvanizing and installing the structural steel for the expansion device will be considered completely covered by the contract unit price for Expansion Device (Finger Plate) per linear foot.
+
:Flat plate bearings shall be straightened to plane surfaces.
  
'''(H5.6)'''
+
'''(H3.66)'''
:Concrete shall be forced under and around finger plate supporting hardware, anchors, angles and bars. Proper consolidation shall be achieved by localized internal vibration.
+
:Anchor bolts shall be 1"&oslash; ASTM F1554 Grade 55 swedged bolts, 10" long with no heads or nuts. Top of anchor bolts shall be set approximately 1/2" above top of bottom flange.
  
'''(H5.7) Use note for steel structures.'''
+
'''(H3.67)'''
:All holes shown for connections to be subpunched 11/16"&oslash; (shop or field drill) and reamed to 13/16"&oslash; in field.
+
:Bottom flange of beam <u>and bevel</u> plate shall have 1 1/4"&oslash; holes at fixed end and 1 1/4" x 2 1/2" slots at expansion end.
  
'''(H5.8) Place note near "Plan of Slab".'''
+
'''(H3.68)'''
:'''"the web of W14 x 43" is for steel structures'''
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
:'''"the 3/4" vertical mounting plate" is for P/S structures.'''
 
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than &plusmn;1" from <u>the web of W14 x 43</u> <u>and</u> <u>the 3/4" vertical mounting plate</u> at the expansion device.
 
  
'''(H5.9)'''
+
'''(H3.69)'''
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
+
:Weight of the anchor bolts for bearings are included in the weight of the Fabricated Structural Steel.
  
==== H5b. Flat Plate ====
 
  
'''(H5.16)'''
+
'''The following notes apply to Rolled Steel Bearing Plates (Deck Girder Repair and Widening).'''
:Expansion device shall be fabricated in one section, except for stage construction and when the length is over 50 feet.  A complete joint penetration groove welded splice shall be required.  Welds shall be ground flush to provide a smooth surface.  The expansion device shall be fabricated and installed to the crown and grade of the roadway.
 
  
'''(H5.17)'''
+
'''(H3.70)'''
:Plan dimensions are based on installation at 60&deg;FThe expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
+
:Material shall be ASTM A709 Grade 36 steelHoles in 7/8" plates for 3/4" x 2 1/4" and 1 1/2" x 3" anchors shall be made for a driving fit.  After anchors are driven in place, anchors shall be lightly tack welded to the 7/8" plates.
  
'''(H5.18)'''
+
'''(H3.71)'''
:Material for the expansion device shall be ASTM A709 Grade 36 structural steel.  Anchors for the expansion device shall be in accordance with Sec 1037.
+
:Edge A shall be rounded (1/16" to 1/8" radius).
  
'''(H5.19)'''
 
:Structural steel for the expansion device and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.
 
  
'''(H5.20)'''
+
'''The following notes apply to Carbon Steel Casting (Truss).'''
:Payment for furnishing, coating or galvanizing and installing the structural steel for the expansion device will be considered completely covered by the contract unit price for Expansion Device (Flat Plate) per linear foot.
 
  
'''(H5.21)'''
+
'''(H3.75)'''
:Concrete shall be forced under and around the flat plate, anchors and angles.  Proper consolidation shall be achieved by localized internal vibration.  Finishing of the concrete shall be achieved by hand finishing within one foot of the expansion device.  The vertical and horizontal concrete vent holes shall be offset from each other.  Do not alternate holes at the 12" spacing.
+
:All fillets shall have a 3/4" radius.
  
'''(H5.22) Use this note when expansion device is at an end bent.'''
+
'''(H3.76)'''
:Bevel plates shall be used at end bents when the grade of the slab at the expansion device is 3% or more.
+
:Anchor bolts shall be 1 1/2"&oslash; ASTM F1554 Grade 55 swedge bolts and shall extend 15" into concrete with ASTM A563 Grade A Heavy Hex nuts.  Actual manufacturer's certified mill test reports (chemical and mechanical) shall be provided.  Furnish one 4"&oslash; pin, AISI C1042, with 2 heavy hexagon pin nuts.
  
'''(H5.23) Place this note near "Plan of Slab".'''
+
'''(H3.77)'''
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than &plusmn;1" from <u>vertical plate</u> <u>and</u> <u>the vertical leg of the angle</u> at the expansion device.
+
:Material for bearing shall be carbon steel castings and will be considered completely covered by the contract unit price for Carbon Steel Castings.  Pins, anchor bolts, heavy hexagon nuts, pipe and rolled steel bearing plates will be considered completely covered by the contract unit price for Structural Carbon Steel.
  
'''(H5.24)'''
+
'''(H3.78)'''
:Complete joint penetration welds utilized in the fabrication of the expansion device shall be nondestructively tested by an approved method.
+
:Shop drawings are not required for the lead plates and the preformed fabric pads.
  
==== H5c. Preformed Compression Joint Seal ====
+
====H3f. Pot Bearing Pad Assembly====
  
'''(H5.31)'''
+
'''(H3.79)'''
:Expansion joint system shall be fabricated in one section, except for stage construction and when the length is over 50 feet.  A complete joint penetration groove welded splice shall be required.  Welds shall be ground flush to provide a smooth surface.  The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.
 
  
'''(H5.32)'''
+
:The bearing design shall conform to the provisions of the latest edition of AASHTO LRFD Bridge Design Specifications.
:Plan dimensions are based on installation at 60&deg;F.  The expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
+
 +
'''(H3.80)'''
  
'''(H5.33)'''
+
:The contractor, in coordination with the bearing manufacturer, shall be responsible for sizing the sole plate and masonry plate and determining the size, number, and location of anchor bolts based on the load and movement capacities, indicated in the Bearing Data.
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36.  Anchors for the expansion joint system shall be in accordance with Sec 1037Preformed compression seal expansion joint system shall be in accordance with Sec 717.
+
   
 +
'''(H3.81)'''
  
'''(H5.34)'''
+
:The contractor shall submit calculations sealed by a Professional Engineer, licensed in the state of Missouri, indicating conformance with design load and material criteria in the contract documents.
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123.  Anchors need not be protected from overspray.
+
 +
'''(H3.82)'''
  
'''(H5.35)'''
+
:'''(1)''' Maximum vertical dimension of the complete bearing. If the actual bearing dimension differs, adjustments shall be made in the thickness of the sole plate, masonry plate and concrete pad as needed by the contractor at no additional cost to the owner. Contractor shall submit proposed method of adjustment to Engineer for approval.
:Concrete shall be forced under armor angle and around anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
+
 +
'''(H3.83)'''
  
'''(H5.36) Place this note near "Plan of Slab".'''
+
:'''(2)''' Estimated horizontal dimension of the pot bearing device. If the actual dimension differs, adjust the size of the sole plate and masonry plate as needed by the contractor at no additional cost to the owner.
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than &plusmn;1" from vertical leg of angle at the expansion joint system.
+
 +
'''(H3.84)'''
  
'''(H5.37)'''
+
:'''(5)''' The temperature of the steel adjacent to the elastomeric should be kept below 250°F.
:Curb plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insertThe minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete.  Lead anchors will not be permitted.  Holes in the barrier curb for anchors shall not be drilled until the concrete is at least 7 days old.
+
   
 +
'''(H3.85)'''
  
 +
:The Dimension H in the Bearing Data Table represents the assumed total height of bearing mechanism between the sole plate and masonry plate used by the designer to establish the pedestal elevations.
 +
 +
'''(H3.86)'''
  
'''Place the following notes near the "Tables of Transverse Bridge Seal Dimensions".'''
+
:The bearings shall be manufactured pot bearings, designed for the load and movement capacities indicated in the Bearing Data Table.
 +
 +
'''(H3.87)'''
  
'''(H5.38)'''
+
:All expansion Bearings shall have maximum friction coefficient of 3%.
:Size of armor angle:  Vertical leg of angle shall be a minimum of [[Image:751.50 circled 2.gif]] + 3/4".  Horizontal leg of angle shall be a minimum of 3".  Minimum thickness of angle shall be 1/2".
+
 +
'''(H3.88)'''
  
'''(H5.39)'''
+
:Steel for pot bearings shall be AASHTO M270 Grade 50 and shall be galvanized. Steel for sole plate and masonry plates shall be AASHTO M270 Grade 50.
:If a seal size larger than that indicated on the plans is used, the movement range, the opening at 60&deg; and all dimensions for the armor angles shall be shown on the shop drawings.
+
 +
'''(H3.89)'''
  
==== H5d. Strip Seal ====
+
:Anchor bolts shall conform to ASTM F1554 Grade 55. The anchor bolts shall be the swedge-type and shall have a minimum diameter of 1 1/2-inches and extend a minimum of __-inches into the concrete. Swedging shall be 1-inch less than the extension into the concrete.
 +
 +
'''(H3.90)'''
  
'''(H5.46)'''
+
:Anchor bolts shall be installed using a hardened steel washer at each exposed location.
:Expansion joint system shall be fabricated in one section, except for stage construction and when the length is over 50 feet.  A complete joint penetration groove welded splice shall be required.  Welds shall be ground flush to provide a smooth surface. The expansion joint system shall be fabricated and installed to the crown and grade of the roadway.
 
 
   
 
   
:The strip seal gland shall be installed in joints in one continuous piece without field splices.  Factory splicing will be permitted for joints in excess of 53 feet.
+
'''(H3.91)'''
  
'''(H5.47)'''
+
:Washers shall conform to ASTM F463.
:Plan dimensions are based on installation at 60&deg;F.  The expansion gap and other dimensions shall be increased or decreased <u>&nbsp;&nbsp;&nbsp;</u>" for each 10&deg; fall or rise in temperature at installation.
 
  
'''(H5.48''')
+
'''(H3.92)'''
:Structural steel for the expansion joint system shall be ASTM A709 Grade 36 except the steel armor may be ASTM A709 Grade 50W.  Anchors for the expansion joint system shall be in accordance with Sec 1037. Strip seal expansion joint system shall be in accordance with Sec 717.
 
  
'''(H5.49)'''
+
Anchor bolts and hardened washers shall be coated with a minimum of two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum, or galvanized in accordance with [https://www.modot.org/missouri-standard-specifications-highway-construction Sec 1081].
:Structural steel for the expansion joint system and curb plate shall be coated with a minimum of two coats of inorganic zinc primer (5 mils minimum) or galvanized in accordance with ASTM A123. Anchors need not be protected from overspray.
+
 +
'''(H3.93)'''
  
'''(H5.50)'''
+
:Certified mill test reports, conforming to the requirements of the specifications, for the metals of the pot bearing device, sole plate, masonry plate and anchor bolts shall be submitted.
:Concrete shall be forced under and around steel armor and anchors. Proper consolidation of the concrete shall be achieved by localized internal vibration.
+
 +
'''(H3.94)'''
  
'''(H5.51) Place this note near "Plan of Slab".'''
+
:The masonry plate shall be prepared per the specifications and shop-coated with two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.
:Longitudinal reinforcing steel shall be placed so that ends shall not be more than &plusmn;1" from vertical leg of the steel armor at the expansion joint system.
+
 +
'''(H3.95)'''
  
'''(H5.52)'''
+
:The sole plate shall be prepared per the specifications and shop-coated with two coats of inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.
:Curb plate anchors shall be a drilled cone expansion or a cast-in-place wing type threaded insert.  The minimum ultimate pullout capacity for these anchors shall be 2700 lbs in f'c = 4000 psi concrete.  Lead anchors will not be permitted.  Holes in the barrier curb for anchors shall not be drilled until the concrete is at least 7 days old.
+
 +
'''(H3.96)'''
  
'''(H5.53) Use note with polymer concrete next to strip seal.'''
+
:The bearing device, sole plate and masonry plate shall be assembled in the shop and the bearing assembly shall be field welded to the bottom flange of the steel cap beam. The welds shall be designed for the load capacities indicated in the Bearing Data Table.
:Polymer concrete shall be in accordance with Sec 623.
+
 +
'''(H3.97)'''
 +
 
 +
:After installation of the bearings, any uncoated or damaged surfaces of the masonry and sole plates shall be prepared in accordance with the specifications and field-coated with inorganic zinc primer to provide a total dry film thickness of 4 mils minimum, 6 mils maximum.
  
==== H5e. Silicone Expansion Joint Sealant ====
+